Engineering Design Standard Specifications And Engineering ... · The Township of Springwater...

TOWNSHIP OF SPRINGWATER

Engineering Design Standard

Specifications And

Engineering Design Standard Drawings


ENGINEERING DESIGN STANDARD SPECIFICATIONS

Revised: May, 2008

INTRODUCTION The Township of Springwater Engineering Design Standard Specifications herein presented are intended as a guideline to provide a good engineering basis for subdivision design, to establish a uniform criteria of minimum standards, and to improve processing of subdivision plans and agreements in the Township of Springwater. Technological or economical changes which improve or maintain the quality of the design will be considered at the Township’s discretion. These standards are meant to be read in conjunction with Township of Springwater Engineering Design Standard Drawings. Changes and revisions will be made to the engineering standards 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 subdivision design. It is understood that these standards may be referred to as a schedule in a subdivision agreement and that the current revision of the standards are then considered to be part of the agreement.

1110 Highway 26 Midhurst, Ontario

L0L 1X0 ___________________________________________________________

REVISION INFORMATION SHEET

Township of Springwater Standards

May 2008

Superseded/Cancelled

(Remove) Revised/New

(Insert) Remarks

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ENGINEERING STANDARDS

GENERAL INDEX Page 1.0 DRAFTING AND ENGINEERING SUBMISSIONS FOR PLANS OF SUBDIVISION....... 1 1.1 Submissions..................................................................................................................... 1 1.2 Engineering Drawings ...................................................................................................... 1 1.3 “As-Constructed Drawings” .............................................................................................. 2 2.0 DRAFTING REQUIREMENTS......................................................................................... 4 2.1 Quality. ............................................................................................................................. 4 2.2 Drawing Sheet Sizes........................................................................................................ 4 2.3 Scales .............................................................................................................................. 4 2.4 Basic Information ............................................................................................................. 4 2.5 Sewer Details ................................................................................................................... 5 2.6 Watermain Details............................................................................................................ 5 2.7 Road Details..................................................................................................................... 5 2.8 Miscellaneous Details ......................................................................................................6 2.9 General Servicing Plan .................................................................................................... 6 3.0 ROADWAYS .................................................................................................................... 6 3.1 General ............................................................................................................................ 6 3.2 Clearing and Grubbing ..................................................................................................... 7 3.3 Grading ............................................................................................................................ 7 3.4 Base Construction and Sub-Drains.................................................................................. 8 3.5 Pavement Structures........................................................................................................11 3.6 Curb and Gutter ............................................................................................................... 11 3.7 Sidewalks ......................................................................................................................... 12 3.8 Driveways......................................................................................................................... 12 3.9 Headwalls......................................................................................................................... 13 3.10 Walkways ......................................................................................................................... 14 3.11 Fencing ............................................................................................................................ 14 3.12 Utilities.............................................................................................................................. 15 3.13 Street Lighting .................................................................................................................. 16 3.14 Signs and Pavement Markings ........................................................................................ 17 3.15 Traffic Signals .................................................................................................................. 18 3.16 Pavement Markings ......................................................................................................... 19 4.0 STORM DRAINAGE SYSTEM......................................................................................... 19 4.1 General ............................................................................................................................ 19 4.2 Service Area..................................................................................................................... 19 4.3 Layout Details .................................................................................................................. 19 4.3.1 Trunk and Local

Sewers……………………………………………………………………………….….19 4.3.2 Manholes.......................................................................................................................... 20 4.3.3 Catchbasins ..................................................................................................................... 20 4.3.4 Sump Pump Discharge Service Lateral Connections ...................................................... 21 4.4 Methods of Computation .................................................................................................. 21 4.5 Design Levels................................................................................................................... 30 4.6 Minor System ...................................................................................................................30 4.7 Major System ...................................................................................................................30 4.8 Open Ditches ...................................................................................................................31

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GENERAL INDEX Page

(Continued) 4.9 Open Channels ................................................................................................................32 4.10 Outfalls ............................................................................................................................. 32 4.11 General Pipe Design Criteria ........................................................................................... 32 4.12 Testing of Sewers and Manholes..................................................................................... 33 4.13 Detention Facilities...........................................................................................................33 5.0 SANITARY SEWER SYSTEM ......................................................................................... 36 5.1 General ............................................................................................................................ 36 5.2 Service Area..................................................................................................................... 36 5.3 Drains .............................................................................................................................. 36 5.4 Design Flows.................................................................................................................... 36 5.5 Sewer Pipe Design Criteria .............................................................................................. 37 5.6 Layout Details .................................................................................................................. 37 5.7 Testing of Sewers and Manholes..................................................................................... 39 6.0 WATER SUPPLY SYSTEM ............................................................................................. 39 6.1 General ............................................................................................................................ 39 6.2 Source .............................................................................................................................. 39 6.3 Type of System ................................................................................................................40 6.4 Reservoir.......................................................................................................................... 41 6.5 High Lift Pumps and Controls .......................................................................................... 41 6.6 Building ............................................................................................................................ 42 6.7 Process Piping and Plumbing .......................................................................................... 43 6.8 Electrical........................................................................................................................... 43 6.9 Property and Access ........................................................................................................ 44 6.10 Water Quality and Treatment ........................................................................................... 44 6.11 Standby Power................................................................................................................. 44 6.12 Operating Manual............................................................................................................. 45 7.0 WATER DISTRIBUTION SYSTEM .................................................................................. 45 7.1 General ............................................................................................................................ 45 7.2 Service Area..................................................................................................................... 45 7.3 Design Flows.................................................................................................................... 46 7.4 Selection of Main Sizes and Pressures............................................................................ 46 7.5 Oversizing ........................................................................................................................ 46 7.6 Watermain Layout Detail ..................................................................................................47 7.7 Hydrants........................................................................................................................... 47 7.8 Valves .............................................................................................................................. 47 7.9 Service Connections ........................................................................................................ 48 7.10 Materials........................................................................................................................... 48 7.11 Testing and Disinfection................................................................................................... 50 8.0 UTILITIES ........................................................................................................................ 51 8.1 General ............................................................................................................................ 51 9.0 GRADING ........................................................................................................................ 52

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GENERAL INDEX Page

(Continued) 9.1 General ............................................................................................................................ 52 9.2 Grades. ............................................................................................................................ 52 9.3 Rear Yard Catchbasins ....................................................................................................52 10.0 BOULEVARD TRESS – LANDSCAPING ........................................................................ 53 10.1 Tree Planting.................................................................................................................... 53 11.0 PARKLAND......................................................................................................................53 11.1 General Parkland Development Conditions ..................................................................... 53 11.2 Procedure......................................................................................................................... 54 11.3 General Landscape Specifications................................................................................... 55 11.4 Topsoil.............................................................................................................................. 57 11.5 Hydro Mulching & Seeding............................................................................................... 58 11.6 Developer’s Responsibility for Damages ......................................................................... 60 11.7 Weather and Seasonal Conditions................................................................................... 60 11.8 Miscellaneous .................................................................................................................. 61 11.9 Guarantee ........................................................................................................................ 61 11.10 Sodding ............................................................................................................................ 61 11.11 Specifications for the Supply, Delivery and Planting of Woody

Plant Material in Open Space Sites ................................................................................. 63 12.0 WALKWAYS AND FENCE – SPECIFICATIONS FOR PATHS ....................................... 69 12.1 General ............................................................................................................................ 69 12.2 Lighting of Paths and Walkways ...................................................................................... 69 12.3 Water Supply in Parks...................................................................................................... 70 12.4 Fencing ............................................................................................................................ 70 13.0 LOT GRADING PLANS AND SITE PLAN DEVELOPMENT............................................ 72 13.1 Introduction ...................................................................................................................... 72 13.2 Lot Grading Plans (Residential Lots Within A Plan of Subdivision).................................. 73 13.3 Individual Lot Grading Plans for Severed Lots, Infill Lots or Site Plan Control................. 75 13.4 Lot Grading – Site Servicing (Commercial/Industrial/Institutional Lots and

Township House Blocks).................................................................................................. 78 13.4.1 General ............................................................................................................................ 78 13.4.2 Reports............................................................................................................................. 78 13.4.3 Drawings .......................................................................................................................... 78 13.5 Overall General Grading/Servicing Plan (Lots by Consent) ............................................. 82

DRAFTING AND ENGINEERING DRAWING REQUIREMENTS

FOR PLAN OF SUBDIVISION

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1.0 DRAFTING AND ENGINEERING SUBMISSIONS FOR PLANS OF SUBDIVISION 1.1 Submissions

Engineering design drawings prepared by the Developer’s Consulting Engineer and submitted to the Township must be complete and must be submitted with all necessary reports including but not limited to the following:

- Soils Report by an Engineering Soil Consultant including recommendations for

pipe bedding, dewatering requirements, groundwater elevations, foundations, retaining walls, slope stabilization, if deemed necessary by the Township, as well as design criteria of the road base materials and pavement structure.

- Drainage and/or Stormwater Management Report addressing methods of accommodating stormwater runoff and erosion and siltation control.

- Environmental Impact Report. - A Tree Preservation Report by an Arbourist identifying the health of the trees to be

saved or removed and identifying protection measures required to preserve trees where selected and recommendations for removal due to health where appropriate.

- Traffic Analysis including impact of future developments. - Cultural Heritage, Archaeological Report. - Water Supply and Distribution Report providing calculations to support the design

of the supply and distribution works including main sizes, fire flows and anticipated flows from domestic and other users.

- Noise and Vibration Study if necessary by presence of nearby arterial roads, railway lines or adjacent industrial land use to be prepared by a qualified engineer.

- Sanitary and Storm Sewer Calculations on standard design sheets. - Functional Servicing Study that outlines how the development is integrated with

surrounding municipal infrastructure such as roads, water and sanitary sewer services, stormwater management and drainage and parks.

- Any other reports and drawings required in the Conditions of Draft Plan Approval or by the Township Engineer.

1.2 Engineering Drawings

The engineering drawing set shall contain, as a minimum, the following drawings plus any others that may be necessary to address Conditions of Draft Plan Approval.

1. Cover Sheet including key plan 2. Legal and Reference Plan of Subdivision. 3. General Servicing Plan showing all structures, services and utilities 4. Aboveground Plan. 5. General Grading Plan. 6. General Phasing Plan. 7. Sediment and Erosion Control Plan. 8. Storm Drainage Area Plan. 9. Driveway Entrance Culvert Schedule 10. Sanitary Sewer Drainage Area Plan. 11. Stormwater Management Pond Detail Plan. 12. Park Development Plan 13. Street Profile

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14. Concept Vegetation Plan. 15. Tree Preservation Plan. 16. Street Light Illumination Drawing and Electrical Design 17. Composite Utility Drawing 18. Detail drawings including standard and special details

NOTE: All drawings are to be provided with a Title Block, revision summary, benchmark, scale, legend, north arrow, “Accepted for Construction” blocks for Township and Township Engineer and Block for the stamp of the design engineer. All drawings to be standard A-1 size sheets (594mm x 841mm). All plans to include a Key Plan in top right corner.

1.3 “As-Constructed Drawings”

Upon completion of the installation of underground services, the Township shall require “as-constructed drawings” for the underground works as well as a digital copy of the plans in PDF format. Before the start of the maintenance periods for aboveground services, two full sets of “as-constructed” engineering drawings are to be forwarded to the Township Engineer for review and comments. Revisions must have been made to the drawings to reflect any changes to the line and/or grade of the roadways and services, and to incorporate all the grading modifications resulting from final lot grading. All manholes, catchbasins, valves, hydrants, curb stops and service connections shall be properly tied into fixed reference points.

If any revisions are required, one set of red lined drawings will be returned to the Developer’s Engineer.

When all revisions and/or corrections have been made a complete set of “as-constructed” mylars shall be submitted to the Township Engineers as well as digital AutoCAD drawings. The “as-constructed” drawings shall include the following information:

Road System

1. Elevation of centreline of roadway every 20 metres. 2. Revised horizontal and vertical curve information. 3. Any additional information that has been required for construction after approval of

engineering drawings. 4. Revised bench marks located in a permanent location throughout the new

development at sufficient intervals such as on fire hydrants and/or other permanent structures.

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Storm System

1. Invert elevations of all storm sewers. 2. Invert elevations of all storm manholes. 3. Revised percentages of all storm sewers along with “as-constructed” distances

between manholes, and revised storm sewer design sheets. 4. Location measurements to all storm sewer connections to each individual lot.

These should have swing ties from property corners or other fixed structures such as fire hydrants and manholes.

5. As-constructed elevations of road cross culvert inverts. 6. Any additional information that has been required for construction after approval of

engineering drawings. Sanitary System

1. Invert elevations of all sanitary sewers. 2. Invert elevations of all sanitary manholes. 3. Revised percentages of all sanitary sewers along with “as-constructed” distances

between manholes and revised design sheets. 4. Location measurements to all sanitary service connections to each individual lot.

These should have swing ties from property corners or other fixed structures such as fire hydrants and manholes.

5. Any additional information that has been required for construction after approval of

the engineering drawing.

Water System

1. Elevations of top of watermain every 30 metres. 2. Location measurements to all water service boxes for each individual lot. These

should have swing ties from property corners, buildings or other fixed structures such as fire hydrants and manholes.

3. Location by measurement of tees, bends, valves and dead ends. 4. Any additional information that has been required for construction after approval of

the engineering drawing.

Lot Grading

1. Elevations of the final lot grades for all lot corners for the entire plan of subdivision.

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2. Top of foundation wall elevations. 3. Invert elevations of all swales. 4. Invert elevations of all culverts. 5. Invert elevations of all ditches at 20 metre intervals.

Service Record Sheets

1. Service record sheets are to be provided for water, storm and sanitary sewer services to each lot.

2.0 DRAFTING REQUIREMENTS 2.1 Quality All original drawings and prints shall be neat and legible and shall be corrected for “as-

built” in the same manner. All information shall be reproducible by a white-printing or photocopy machine.

2.2 Drawing Sheet Sizes

Drawings shall be of a consistent size of 594mm by 841mm (metric size A1).

2.3 Scales Standard metric scales to be used are 1:100, 1:200, 1:250, 1:500, 1:1000 and their factors of 10. Scales shall be as follows and shown on the drawings:

- the key plan shall be shown on the cover sheet at a scale of 1:5000; - the General Service Plan and the Sanitary and Storm Sewer Plans shall be 1:1000; - the Lot Grading Plan and the Park Development Plan shall be 1:500 or 1:250 if

required; - Plan and Profile Drawings shall be 1:500 (Horizontal) and 1:50 (Vertical).

2.4 Basic Information The following standards shall apply in preparation of the drawings:

- All plans shall include a north arrow in the upper right hand quadrant. All 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.

- All elevation data shall be referred to geodetic datum and at least one bench mark shall be shown on each plan indicating a proposed elevation.

- The intersection of centrelines of streets shall be used as zero chainage. The centreline chainage is to be shown in ink from the outset, calculated from the final survey. When the plan must be broken because of curvature, etc., the profile shall

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be broken as well, so that insofar as possible, chainage points in plan and profile will coincide vertically.

- In general, east-west streets shall have zero chainage at their westerly limits and north-south streets shall have zero chainage at their southerly limits. Chainages on a plan-profile shall increase from left to right.

- All existing utilities, structures and other features such as trees and hedges shall be shown and identified using a broken line.

- The beginnings and ends of curves must be shown on plan and profile with the radius of curvature shown on the plan. Chainages of points of curvature shall be calculated from the final plan. The chainage elevations and names of intersecting streets shall be shown in plan and profile.

- Street names shall be kept clear of the road allowance. - The drawings shall show any required off-street drainage and separate profiles

shall be prepared for drainage easements. - The drawings shall show clearly the proposed profiles, road widths and cross-

sections, ditches, ditch gradients, curb and gutter gradients, culvert sizes gauges and gradients, existing and proposed services and limits of the proposed work. All detail for intersecting streets including grades must be shown for a minimum distance of 30 metres from the intersection of the intersecting street. All street lines shall be shown and all easements for drainage or services. Larger scale detail may be required for congested bends and/or cul-de-sacs.

- The drawings shall show the lot frontage distances and dimensions of easements and land to be dedicated to the Township.

- The Township’s Consulting Engineer shall be consulted as to the manner of showing information not set out in these requirements.

2.5 Sewer Details The standard abbreviations, sewer diameter, sewer pipe material, length, grade, manholes, inlets and connections to the sewer shall be shown on appropriate General Plans. This information plus sewer bedding, type and class of sewer pipe, manhole numbers and inverts, flow direction, grate elevations and drop structures shall be shown on Plan and Profile Drawings. Chainage of manhole locations shall be shown in profile. Service locations to be shown on plan drawing.

2.6 Watermain Details The standard abbreviations, watermain diameter, length, type and class of pipe, and the valves, services, hydrants, bends and connections to the watermain shall be shown on appropriate General Plans and on Plan and Profile Drawings.

2.7 Road Details

Horizontal control data (beginning and end of curve, radius, length, etc.) shall be shown on appropriate General Plans and on Plan and Profile drawings.

Vertical control data (proposed road grade, length of run and percent slope, beginning

and end of vertical curves, high and low point) shall be shown on Lot Grading Plans and

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on Plan and Profile drawings. Existing and proposed centreline road grades shall be shown every 20 metres with stations shown measured in metres with kilometres 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 be shown calculated to the nearest millimetre (e.g. -BVC STA 0+041.169, EVC STA 0+066.169, END STA 0+069.124).

2.8 Miscellaneous Details

Other details shall be according to the Township Standard Drawings where applicable or if a Township Standard Drawings is not available in accordance with Ontario Provincial Standards. Township Standards take precedence when available. All necessary details shall be included on sheets similar to other drawings sheets, if not on relevant drawings. Township Standard Drawings may be printed on these detail sheets directly.

2.9 General Servicing Plan

A copy of the General Servicing Plan shall be submitted indicating the proposed locations of the water distribution system, the sewage collection system(s) as well as all aboveground and underground utilities such as Hydro, Bell, Cable, and Gas. All locations must be established and resolved by the Developer’s Engineer in conjunction with the Utility companies and following the locations show on the typical cross-sections.

3.0 ROADWAYS 3.1 General

OPSS and OPSD shall apply together with these Township Standards. Where there are any apparent conflicts or discrepancies, the Township Engineering Standards and Standard Drawings shall take precedence. The following are general requirements for the design of right-of-ways and roads:

- All roads to be constructed in the Township of Springwater shall be designed to

urban standards complete with a sanitary sewer system, water distribution system, storm sewer system, curb and gutter, concrete sidewalk and an asphalt surfaced road structure, unless specific approval from the Township is received prior to the development receiving draft plan approval.

- Street allowances shall be a minimum of 20m wide. Where the subdivision adjoins

or incorporates an existing County Road or Township arterial road as shown on the Township’s Official Plan, the Developer shall deed to the County or Township the required widenings.

- Minimum daylighting at intersections of Township roads and County or Provincial

Roads shall be 3.0 metres x 3.0 metres. - The edge of the roadway pavement surface shall have a minimum radius at

intersections as per Tables 2.1.1 and 2.1.3.

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- The minimum grade on any roadway shall be 0.5 percent and the maximum grade

shall be as per Table 2.1.1. - Finished roadways shall have a crossfall of 2 percent conforming to OPSS

geometric design standards. - 100mm diameter perforated road subdrains complete with filter sock are required

as part of the road structure design. (Refer to Pg. 9 for further detail) - On all fill sections requiring guide rails, the shoulder widths shall be 0.6m wider

than the specified widths above. - Where a development road terminates adjacent to a future development phase or

stage, a temporary hammerhead turn around will be required conforming to STD-H1.

- The road design for industrial and/or commercial developments shall take into

account the type of traffic anticipated on the development. Granular base thicknesses, asphalt type and thickness, shoulder width, cul-de-sac radii shall be designed specifically for the development utilizing these standards as minimum requirements.

- Where new roads are to connect to existing roads, the design shall extend along

the existing road for a sufficient length to provide a satisfactory transition. - All roads are to be extended to the limit of the subdivision boundary and shall

terminate at a cul-de-sac conforming to STD-R7 when not connecting to an existing road.

- Roads shall be classified as arterial, collector or residential in accordance with the

Township Official Plan. - Provisions shall be included in the road design for communal (super) mailboxes.

The Developer will be responsible for providing parking areas, structural concrete foundations, electrical supply, etc., all as required by the Township and Canada Post for communal mailboxes in locations designated by the Township and Canada Post.

3.2 Clearing and Grubbing

Trees shall be removed the full width of the Road Allowance so that the specifications for sight distances, grading, ditching, etc. may be met. Due regard shall be given to the Tree Preservation Plan. All stumps, logs, brush, boulders, debris, dead and or dying trees etc. shall be removed from the development site and deposited in a disposal area approved by the Township and all other authorities.

3.3 Grading

The boulevard area from the curb to the property line shall be graded to provide positive drainage toward the roadway at a minimum 2% grade.

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For roads having a rural design section the area between the edge of the road shoulder and the street line shall be graded and the ditches cut with slopes of 3m horizontal to 1m vertical from the edge of the shoulder to the bottom of the ditch and from the bottom of the ditch to the original ground. In fills over 1.5m measured vertically from the edge of shoulder to the toe of slope, the fill slope shall not be steeper than 2:1. The ditch shall be located at the toe of the fill slope. On fills higher that 3.0 metres, measured vertically from the edge of boulevard to the toe of slope, cable guide rails shall be installed conforming to the Ontario Provincial Standard Drawings and Ministry of Transportation protection warrants.

All side slopes, ditches and boulevards to the street line shall be provided with a minimum 100mm of topsoil and nursery sod. Hydro seeding of ditches and boulevards will be accepted for the issuance of the Certificate of Substantial Completion within estates residential developments. Prior to the issuance of the Final Certificate, the ditches and boulevards must have an established growth of sod subject to the satisfaction of the Township.

3.4 Base Construction and Sub-Drains

The sub-grade shall be excavated or filled to the required grade for the required width of road surface plus shoulders or curbs plus 0.6 metre or the additional width necessary for the required depth of granular road base. Where earth fill is required, it shall be placed in lifts not exceeding 150mm in depth and each lift shall be thoroughly consolidated to the required density and approved by a qualified geotechnical consultant.

All vegetation, boulders over 150mm in diameter, topsoil and organic or frost-heave susceptible materials shall be removed from the road-base to a depth of 1.0m below finished grade and replaced with suitable granular fill material. In swamp or other areas where the depth of unsuitable material exceeds 1.0m below finished grade, the soils report shall make specific recommendations and such special treatment as the Township Engineer may direct shall be carried out.

All unsuitable excavated material shall be removed entirely clear of the road allowance. The deposition of any fill type material within the Township is to be in compliance with the Township’s cut and fill by-law requirements.

The sub-grade shall be shaped to conform to the required longitudinal grade and cross-section and shall have a cross-fall of 3 percent from the centreline of roadway to each side. If considered necessary by the Geotechnical Consultant, the sub-grade shall be compacted with suitable mechanical compaction equipment as required to produce a solid base for the road gravel. All structurally weak sub-grade soils shall be excavated and backfilled with granular base material or in accordance with the recommendations of a geotechnical consultant and approved by the Township’s engineer. The granular base shall be laid on dry, smooth, properly graded sub-grade and shall be spread for the required width of surface plus shoulders and tapered at the edges to meet the edge of sub-grade. Granular road base shall consist of a 300mm thick minimum bottom course of consolidated Selected Granular Base Course Class “B” full width across the roadway and the shoulders and a 150mm thick minimum top course of Selected Granular Base Course Class “A” full width across the roadway and shoulders conforming in all respects to OPSS. These are the minimum depths of granulars required and the actual depths shall conform to the requirements of the Soil Report approved by the Township Engineer.

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The granular materials shall be spread in layers of 150mm maximum compacted depths, or at lesser depths if recommended by the Soil Report, and each layer shall be thoroughly compacted.

No granular base or surface material shall be placed until the grade on which it is to be laid has been subjected to a proof role and approved by the Geotechnical Consultant and Township Engineer. During and between construction seasons, the granular base shall be maintained suitable for vehicular and pedestrian traffic including dust control to the satisfaction of the Township Engineer. Following the placement of base course asphalt, the Developer shall be responsible for weekly power washing and sweeping the road surface to the satisfaction of the Township.

Sub-drains shall be provided for all road designs on both sides of the road base and shall consist of 100mm diameter (minimum) perforated, corrugated polyethylene piping with a geotextile filter fabric rap. Sub-drains shall be bedded in a 300mm x30mm trench below and at each edge of the sub-grade and shall conform to O.P.S.S. Sub-drains are to be connected to catchbasins. When a sub-drain is extended to drain above grade, it shall be provided with a 3m section corrugated pipe end section and rodent grate.

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TABLE 2.1.1

GEOMETRIC STANDARDS FOR ROAD DESIGN

Vertical Curvature Minimum K Value

Classification Standard

Cross

Section Number

Right--of-Way Width

(m)

Design Speed

(km/h)

Pavement Width

(m)

Maximum Grade

((%)

Minimum Horizontal Curvature

(m) Centreline Crest (m) Sag (m)

Minimum Tangent Length Between Horiz.

Curves (m)

Urban 4 Lane 30 80 15.0 5 340 * 50 20 120 Urban (Primary)

26 70 14.0 6 190 * 25 12 80

Urban (Minor) 26 60 14.0 6 190 15 8 80 Urban 26 50 10.0m 6 40 (1) 15 6 50 Rural 26 50 8.0 6 40 (1) 8 6 50 Urban 20 50 8.5 7 20m 8 6 50 Rural 20 50 7.0 7(2) 30m 8 6 50

Notes: (1) Shall provide pavement widening on horizontal curves as per Geometric Design Standards for Ontario Highways. (2) On rural cross-section roads, the cross-section will change to urban where centreline grades are equal to or greater than 5%. *MTO Geometric guidelines to be applied and spiral curves may be recommended.

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TABLE 2.1.2

MINIMUM SIGHT TRIANGLE DIMENSIONS

Local Residential to Local Residential 3m x 3m Residential to Collector or Arterial 5m x 5m Collector to Collector or Arterial 10m x 10m Arterial to Arterial 15m x 15m

3.5 Pavement Structures

The minimum pavement structure is to consist of 300mm of Granular ”B”, 150mm of Granular “A”, 50mm of HL4 or HL8 hot mix asphalt and 40mm of HL3 hot mix. The identified pavement structures are minimum and the actual pavement structure may increase to reflect the requirements of the Pavement Design identified in the geotechnical report and if local conditions, in the opinion of the Township, require a stronger pavement structure. Each subdivision or development will require a specific pavement design included in the soils report. Pavement structure is to be based on a 20 year pavement design life. Asphalt cement should be PGAC 58-28 as per OPSS 1101. Asphalt mix design shall be as per OPSS 1150.04. Base course asphalt may contain no more than 20% RAP. Surface asphalt may contain no more than 15% RAP. As soon as the granular base has been completed, it shall be thoroughly compacted and shaped and the base course asphalt placed. Certification of the road structure is required from the developer’s geotechnical consultant prior to the issuance of the Certificate of Substantial Completion. Upon approval of the Township Engineer, which shall not be given for at least 1 year from the date of placement of the base course asphalt or until 75 percent of the houses have been constructed, the surface course asphalt may be placed. The surface course shall consist of a minimum thickness of 40mm of HL3 asphalt. All asphalt materials and work shall conform with OPSS. Test results shall be provided to the Township Engineer.

3.6 Curb and Gutter

Curb and gutter on local streets shall be two stage curb and gutter in accordance with STD R10. All concrete materials and work shall conform to OPSS 351. Concrete shall be 32 Mpa, Class C2 in accordance with CSA A23.1-04 Curb ramps shall be provided at all sidewalk intersections with curb line. The transition from curb ramp to full curb shall be carried out over a length of 0.6 metres. The dropped curb shall extend 0.3 metres beyond the width of the sidewalk. If the resulting full curb between two sections of dropped curb for a sidewalk will result in a full curb section less than 1 metre in length, the dropped curb shall be continuous and the sidewalk panel widened to be continuous along the curb line.

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Curb and sidewalk shall be extended across commercial and industrial entrances unless the entrance is signalized or is aligned with a municipal street on the opposite side of the street. Prior to the placement of the top stage curb, the base curb is to be completely cleaned and reviewed by the Township Engineer. Any found defects are to be corrected to the satisfaction of the Township. The developer shall make every effort to protect the curb and gutter during the maintenance period. Prior to the placement of top asphalt, the curb and gutter is again to be reviewed by the Township Engineer. Any curb and gutter found to be cracked, chipped, or deficient in any way is to be removed and replaced all at the developer’s expense.

TABLE 2.1.3

Curb radii at street intersections shall be provided as follows: - Intersection of two local streets R = 9m - Intersection of local and collector R = 10m - Intersection of two collector streets R = 12m - Intersection of streets in the industrial park R = 18m - Intersection of arterial roads A compound curve shall be provided in

accordance with M.T.O. Geometric Design Standards for Ontario Highways to accommodate a Wb-15 vehicle.

3.7 Sidewalks

A 1.5m metre wide concrete sidewalk shall be placed in locations approved by the Township. All sidewalk shall be constructed on a properly constructed foundation of a minimum of 150mm of Granular “A”. The sidewalk shall be 150mm thick except at commercial and industrial entrances where it is to be 180mm thick. All concrete materials and work shall conform to OPSS 351. Concrete shall be 32 Mpa, Class C2 in accordance with CSA A23.1-04 Directional lines shall be inserted in the sidewalk at street intersections. Directional lines shall be 1.5 metres long spaced at 0.3 metres. Directional lines shall be aligned with the pedestrian crossing to meet the curb ramp on the opposite side of the street. Concrete sidewalk and sidewalk joints to be installed as per OPSD 310.010. Prior to the issuance of the Certificate of Final Completion the sidewalk is to be reviewed by the Township Engineer. Any sidewalk found to be cracked, chipped, heaved, defaced or deficient in any way, is to be removed and replaced all at the developer’s expense.

3.8 Driveways Grades

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The maximum grade for access driveways shall be 7% except in site specific cases. This maximum grade is not recommended and should be employed only in exceptional cases where conditions prohibit the use of lesser grades. The minimum grades permissible are 2% on boulevards and lots. Maximum grade change shall be 4% at curb or sidewalk and 1% per 2.0 metres average. For residential developments with ditches the driveway grades shall start at the centre line of the ditch.

Location

All access driveways shall be located a minimum of 1.5 metres from light poles, hydro transformers, catchbasins, hydrants, watermain valves, Bell manholes, Bell and Cable TV junction boxes, water service valve boxes, side lot lines and other driveways. Where frontage limitations interfere with standard locations, site specific solutions shall be detailed with the Plan and Profile and Lot Grading Plans. On corner lots the edge of driveway is to be a minimum of 4.5 metres from the daylight triangle bar. On roadway curves, the extensions of the property line to curb line is to be at least 1m offset from edge of driveway.

Granular Base Foundation and Asphalt

Between the edge of the curb and the property line the driveway entrance shall be constructed with 300mm thickness of granular “B” , 150mm thickness of granular “A” and 50 mm thick minimum HL 3 asphalt surface.

3.9 Headwalls

On rural cross-section roadways, the end of the culvert shall not be closer than 1.5 metres from the extension of the side yard property line. Prefabricated concrete headwall stones conforming to STD-D1 are required as culvert end protection.

Width

The width of a typical residential driveway shall be the lesser of half the width of the lot to a maximum of 9 metres. The maximum width of a driveway for lots less than 18 metres in width shall be 6 metres. The maximum width of Agricultural, commercial, institutional and industrial entrances shall be 16 metres. A secondary driveway entrance will only be permitted for estates residential lots with frontages exceeding 30 metres with the provision that the total driveway width of both driveways does not exceed 30% of the total lot frontage. Deviations from the standard driveway widths may be considered subject to the following site considerations: - width of road and grade - end slope on entrance - depth of ditch - turning radius - sight lines visibility - proximity to existing entrances

14

- total road frontage - volume and types of traffic - divided access lanes - number of lanes of traffic

3.10 Walkways

The following identifies general requirements for typical walkways. It is recommended that discussion with the Township be carried out in the planning stages to determine walkway requirements. All walkways are to be provided with 1.2meter high chain link fence unless they are adjacent to a school or storm water management facility. All pedestrian walkways are to be provided with signs indicating, “No Winter Maintenance” and “No Motorized Vehicles”. Pedestrian Walkway (No Landscaping)

Where the walkway block serves only pedestrians, the walkway block is to be 3

metres wide with chain link fence on either side. The walkway shall be asphalt for the full 3 metre width. In general, the sidewalk standards will be applied to the asphalt. Pedestrian entrance gates conforming to STD – WG1 will be required at the street line.

Pedestrian/Lawn Maintenance Pathway (No Landscaping)

If the pathway is to be used as an entrance to an Open Space Block or Park Area

and it will be used by lawn maintenance equipment, then a 4 metre wide block shall be provided. An asphalt walkway 4 metres in width will be provided with chain link fence along each side. A pedestrian swing gate (STD – WG1) will be provided at street line. The distance between the gate posts will be 3 metres.

Walkway/Utility Corridor

Where the walkway block includes trunk services for watermain, sanitary or storm

sewer services, the block shall be a minimum of 6 metres wide. It will include a 3 metre wide asphalt walkway and a 1.5 metre wide landscaped strip along each side. A pedestrian gate as per (STD – WG1) will be provided at street line. The gate posts will be 4 metres apart.

The depth of the services beneath the walkway is to be evaluated. If excavation

for maintenance would impact on the footings of adjacent homes or buildings, then an easement is to be provided adjacent to the walkway or the footings of those buildings is to be extended or a combination of the two measures. This impact will be considered by a qualified geotechnical engineer and the proposed solution described in the “Geotechnical Report” prepared for the subdivision.

The spacing, depth and size of the trunk services shall also be considered and, if

necessary, the walkway block is to be widened. The horizontal separation of services are to meet the recommendations of the MOE and the centreline of the service must not be closer than 1.5 metres from the limit of the walkway block.

3.11 Fencing

15

Standard galvanized chain link fence with top and bottom rail, and 38mm wire mesh shall be placed along all walkways, open spaces, storm water management facilities, parks, steep slopes, adjacent to commercial properties and as required by the Township. In some instances 1.8 metre high wood privacy fence may be required between the new and existing development or between residential and commercial properties or between commercial and institutional properties. Where required, the location and extent of acoustical fence shall be defined in the noise and vibration study prepared for the development. Various types of acoustical fence will be considered during the review process. Where an Open Space Block is adjacent to a municipal road allowance, a fence will not be required unless necessary as part of a Park Plan or to provide a barrier from steep grades.

3.12 Utilities

General

The Aboveground General Service Plan shall indicate the proposed location of Bell and television facilities, hydro transformers, street lights and gas facilities.

All locations must be established and resolved by the Developer’s Engineer in conjunction with the Utility companies and following the locations shown on the typical cross-section.

Compaction of backfill for utility trenches shall be 95% Standard Proctor and 100% for driveways.

Telephone

Telephone service shall be underground and shall be installed by Bell Canada or an approved Contractor. The Developer must bear the cost of any surcharges for underground installation made by Bell Canada and must grant Bell Canada any easements for their services. Hydro

Hydro Services shall be underground and shall be installed by an approved Contractor. The Developer must bear the cost of any surcharges for underground installation. Hydro easements are to be granted to the operating authority when required.

Gas

Gas service shall be underground and shall be installed by the Gas Company or an approved Contractor. The Developer must bear the cost of any surcharges for underground installation made by the Gas Company and must grant the Gas Company any necessary easements for their services.

16

Cable TV

Cable TV service shall be underground and shall be installed by Cable TV Company or an approved Contractor. The Developer must bear the cost of any surcharges for underground installation made by Cable TV Company and must grant the Cable TV Company any necessary easements for their services.

3.13 Street Lighting Street lights shall be installed throughout the subdivision and may be required on roadways bordering the development if deemed necessary by the Township. A qualified engineering consultant shall prepare the street light design and provide a photometric plan for the proposed layout.

Street light poles will be either Standard Street Lighting (“Cobra Head”) for urban residential developments or Decorative Street Lighting for estate residential developments. All street light design must conform to the requirements of the Illumination Engineering Society of North America design guidelines. Standard Street Lighting is to consist of direct buried Class B prestressed round concrete poles with provision for electrical ground, suitable for a Powerlite RE6MA bracket. The street light bracket shall be a 2.4m tapered elliptical aluminium bracket – Powerlite catalogue RE6MA. Standard Luminaires shall be “Cobra-Head” style, lamps to be high pressure sodium roadway lighting with a minimum average rated life of 24,000 hours and be complete with bird stop, HPF Reactor ballast, down bottom lens with photo control cell. Decorative Street Lighting is to consist of a 30’ direct buried octagonal spun concrete pole as manufactured by Stresscrete or King Luminaire with polished black finish and anti-graffiti coating, or approved equivalent. The street light arm is to be a 1.8m, aluminium, black, manufactured by King Luminaire, catalogue No: KA176-S-1. The luminaire is to be manufactured by King Luminaire, catalogue NO: K601-S-HPC-III-100 (MOG)-HPS-120-)-ONPR-F4, black, side mount with clear, down bottom lens with universal ballast, and high pressure sodium light source complete with photo control cell. Street light power distribution pedestals are required and the electrical distribution system for the street lighting is to be inspected and approved by the Electrical Safety Association. Street light power pedestals are to be heavy gauge galvanized steel with powder coated paint finish and concealed ventilation as manufactured by Pedestal Solutions or approved equivalent. The location of the street lights should generally be on the south and east side of the road, opposite the watermain.

The maximum allowable spacing shall be 45m unless specifically approved by the Township. Poles must be installed on projections of lot lines. In all subdivisions, all wiring is to be in underground ducts.

The wattage of lights shall generally be as follows or in accordance with the requirements of the photometrics report:

17

- Arterial & Collector Roads - 100W HPS with 150W HPS at Intersections - Residential Roads - 70W HPS with 100W HPS at Intersections - Industrial/Commercial Roads - 100W HPS with 250W HPS at Intersections.

The following minimum standards must be attained:

TABLE 2.1.9

ILLUMINANCE CRITERIA

Uniformity Roadway and Area

Classification

Average Illuminance

(lux) Avg/Min Ratio

Max/Min Ration

Average Glare

(cd/m2) Local: Urban 6 6:1 12:1 0.16 Industrial: Urban/Rural

6

6:1

12:1

0.16

Collector: Urban

10

3:1

6:1

0.18

Local: Rural 4 6:1 12:1 0.12 Notes:

1. The Illuminance Criteria is based on asphaltic pavement types R2 and R3. 2. The Illuminance Criteria for concrete roads must be in accordance with the

Illuminating Engineering Society Design Guidelines and/or the Municipal Engineers Association, Municipal Works Design Manual.

3. All other Road Classifications not identified above will be considered on an individual basis in accordance with the requirements of the Township.

4. Street lights shall include: - replaceable button photocell, time delay 3 to 5 seconds, twist lock receptacle - surge protection - dropped lens - HPS colour corrected.

3.14 Signs and Pavement Markings

Street Name Signs

The Developer will be responsible for coordinating the supply of the street name signs with the Township. All costs associated with the supply and installation of the signs will be borne by the developer. Street name signs of an approved design in green colour shall be erected on approved metal posts (U-Flange galvanized), complete with break away flange, 3.6m long and embedded 1.2m in the ground. Street name signs are not to be mounted on stop sign posts and are to be installed on the opposite side of the road as the stop signs.

Traffic Signs

18

Signs of the standard type approved by the Ministry of Transportation MUTCD shall be mounted on approved metal posts complete with break away flange, 3.6m long and set 1.2m in the ground. The signs shall be located as required by the Township after a By-law is passed for their installation.

3.15 Traffic Signals

A traffic signal design is to be prepared in accordance with M.T.O. Traffic Manual Book 12 and the appropriate M.T.O. and electrical design codes. The installation shall include the following features: - All traffic signal heads shall be poly-carbonate or cast aluminium with backboard

and 300mm diameter LED lights for red, amber and green sections. - Single section LED pedestrian heads. - Traffic signal poles to be 6.1 metre POWCO steel hot dipped galvanized heavy

duty octagonal poles base mounted. - Poles with Luminaires are to be 9.1 metre POWCO steel hot dipped galvanized

heavy duty octagonal poles base mounted. - Single mast arms to be aluminium. - Traffic signal controllers to be pad mounted. - A separate power pedestal is to be provided. - The installation is to be metered. - The traffic signals shall include an Opticom emergency vehicle pre-emption devise

or approved equivalent. - Twin 100mm ducts are to be provided across the roadway approaches to the

600mm diameter handwells. - Twin 100mm ducts are to be provided from the controller cabinet to the first

handwell. - The concrete pad for the pad mounted controller shall be raised 300mm above

grade. - 12 strand wiring to be provided from signal heads to controller. - Loop detectors to be placed in base asphalt. - The controller shall conform with the NEMA standard TS2 Type 2 Standard

capable of handling 8 phases, solid state, micro-processor based traffic signal controller with LCD display.

19

3.16 Pavement Markings

Upon completion of the final asphalt paving and upon notification by the Township, the surface of the roadway shall be painted in conformity with the standards of the Ministry of Transportation of Ontario at all intersections, school crossings, walkways and railway crossings to clearly indicate the proper traffic zones and stop lines. Stop bars are to be provided at the intersection of any street with a collector or arterial road. Lane markings to be organic solvent based or water-borne traffic paint complete with glass beads. All paint applications to new asphalt to require 2 applications of paint. The second application shall not be applied until the first is tack free. Permanent marking materials for stop bars and direction arrows/symbols are to be durable hot applied thermoplastic pavement marking material as per OPSS 1713 or field reacted polymeric pavement marking material as per OPSS 1714.

4.0 STORM DRAINAGE SYSTEM 4.1 General

Generally storm drainage shall be accommodated by a system of curb, gutter, and storm sewers in all subdivisions. The storm drainage system is to be designed to limit flood damage and hazards under long term conditions to provide a reasonable level of convenience and safety for pedestrian and traffic use by removal of lot and street surface runoff under short term storm conditions and to prevent the impairment of water quality and disturbance to natural streams.

4.2 Service Area

The system shall be designed to service all areas within the subdivision to their maximum future development in accordance with the Official Plan. Allowance shall be made for inflows from the appropriate adjacent storm, subdivisions or upstream catchment areas. Discharge of the system is to be to the appropriate adjacent sewer or watercourse. The exact location for connecting sewers or channels to adjacent sewers or areas shall be approved by the Township Engineer.

4.3 Layout Details 4.3.1 Trunk and Local Sewers Storm sewers shall generally be located as per the standard detail drawing for storm

sewers. When storm sewers or open drainage channels are located in easements, the easement

width shall be 6.0m minimum. A minimum depth of cover of 1.5 metres below the centreline of road or finished ground

surface elevation shall be provided to the obvert of the sewer.

20

Minimum clearances between services shall be provided in accordance with MOE guidelines.

The Developer will obtain at no expense to the Township by deed or grant of easement

in a form approved by the Township Solicitor, any necessary rights in land for drainage through land other than its own. The Township shall be protected or indemnified by the Developer from all claims or actions of any kind whatsoever arising from the use of such lands until such time as the services installed therein become vested in the Township in the manner herein before provided.

Storm sewers are to be constructed of concrete or high density polyethylene pipe. 4.3.2 Manholes Manholes shall be placed at the end of each sewer line, at changes in size and material

and at abrupt changes in grade and alignment. Curved or properly deflected sewer lines are allowed with the approval of the Township Engineer.

Manhole types and sizes shall be in accordance with MOE guidelines. All manholes

shall be benched up to springline, to the satisfaction of the Township Engineer and frost straps shall be provided between the upper through to the base manhole section.

The maximum spacing between manholes shall generally be according to the following:

- 300 to 900 millimetres diameter 100 metres - 975 millimetres diameter and greater 180 metres

Drop manholes shall be provided for all sewer junctions having an elevation difference in excess of 0.9 metres that cannot be eliminated by changing sewer grades. Where manholes are located in areas to be flooded by the major storm design and surcharged sewer design is not used, manhole covers shall be of the sealed variety. Where manholes are located where the surcharged sewer design hydraulic grade line is higher than the rim elevation, manhole covers shall be of the bolted variety. In all other areas, standard manhole covers shall be used.

4.3.3 Catchbasins Catchbasins shall be located at all low points (double catchbasins) upstream of

pedestrian crossings and not within 1.5m of curb depressions. Preferably, catchbasins where required will be installed on projections of lot lines and avoid driveway locations.

The maximum allowable spacing shall be 90m where catchbasins are not used as inlet

controls. Where catchbasins are designed for inlet controls, spacing shall be determined by design.

Catchbasin capacities shall be determined in conjunction with the overall stormwater

management system. On roadways, catchbasins shall have a minimum capacity to pass the runoff from the 5-year return frequency storm. Where the pipe system is required to convey flows in excess of the 5-year return frequency storm, sufficient catchbasin capacity shall be provided to permit the design flows to enter the sewer system. Inlet

21

control devices may be used where the hydraulic grade line needs to be strictly controlled, i.e. - to prevent surcharging of the sewer line and to allow storm sewer house connections.

Catchbasin leads shall be minimum 250mm at 0.7% grade for single catchbasins and

300mm at 0.7% grade for double catchbasins. Leads shall connect to manholes where possible. Where catchbasins are designed for inlet controls, lead sizes down to 150mm for singles or doubles can be used where such sizes will limit flows to the gravity capacity of the sewer system.

Catchbasin leads shall have a minimum depth of cover of 1.2m.

4.3.4 Sump Pump Discharge Service Lateral Connections Single connections for residential lots shall be generally located on the side of the building where the sump pump discharge outlet is located and must be detailed on the General Servicing drawings and lot grading plans. Single residential storm connections shall be 100mm diameter, white or gray, plugged and braced at the 2.0 metres into property line at a minimum depth of 1.2 meters or sufficient depth for frost cover. The minimum slope shall be 2.0%. Connections for commercial, institutional or multiple use will be considered on an individual basis. Utility duct trench depths must be considered in setting the depth of service connections and the storm sewer. A 25mm air gap shall be provided at the building such that there is no connection between the building sump pump outlet and the sump pump discharge lateral.

Roof leaders shall not be connected to the storm sewer.

4.4 Methods of Computation

Pre-development peak flows shall be computed by the Rational Method or by an approved hydrograph method. Watershed definition and pre-development flows must be approved by the Township Engineer.

Preliminary estimates of post-development flow rates may be computed using the Rational Method.

For all systems and for the design of surcharged sewers and detention facilities, the latest version of the computer model OTTHYMO is recommended. Other hydrograph methods may be considered if it is demonstrated that the results are comparable to those from OTTHYMO. 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. The Modified Rational method may be used to model runoff control facilities provided the tributary area to the facility is 2 ha or less.

Rainfall intensity-duration frequency equations or their curves and design storm hydrographs must be approved by the Township Engineer. Intensity-duration-frequency curves from the Atmospheric Environment Service branch of Environment Canada for the Barrie station up to 1996 are provided in Figures 2.2.3-1 to 2.2.3-4.

22

Where the first leg of a residential storm sewer system is sized using the Rational Method, the initial inlet time shall be 15 minutes for the 5-year storm and 5-minutes for the 2-year storm. This shall apply where the upstream drainage area does not include large open space areas. 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 to justify 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. Such an elevation should be approved by the Township Engineer prior to submission of design drawings.

Where the Rational Method is used, the parameters are defined as follows:

where: Q = R*A*I*N Q = flow in litres per second R = runoff coefficient, dimensionless A = area in hectares or square metres I = average intensity in millimetres per hour or millimetres per second N = conversion factor as determined by A and I units: Note: where A is in hectares and I is in mm/hr; N = 2.778 or where A is in sq. m and I is

in mm/s; N=1.0 and Q=A*I*R.

Runoff coefficients are given by component of surface treatment and by Land Use. The Land Use values are intended as a guide only. The designer is encouraged to develop an appropriate coefficient using a composition calculation.

23

TABLE 2.2.3-1

RUNOFF COEFFICIENTS

Composition Calculations R RN (Rx2.778)

Sodded area under 7% slope. 0.25 0.69

Sodded area over 7% slope. 0.30 0.83

Paved area with storm sewer. 0.90 2.50

Paved area with sodded swales - dependent on relative area of swale to paved area and on type of swale.

(0.30-0.85) (0.83-2.36)

Roof area to storm sewer. 0.90 2.50

Roof area to paved area with storm sewer. 0.70 1.94

Roof area to sodded area or paved area with sodded swales. (0.30-0.55) (0.83-1.53)

Flat roof area with detention hoppers. 0.10 0.28

Foundation connection. 0.075L/s/unit

Residential Lots

Description R RN (Rx2.778)

Foundation Connection

Single Family, Semi-Detached Duplex, Triplex Quad. 0.40-0.55 1.11-1.53 0.075L/s/unit

Small Lot Single (9m), Small Lot Semi (7.5m), Street Township housing (6, 7.5 m).

0.40-0.55 1.11-1.53 0.075L/s/unit

24

TABLE 2.2.3-1

RUNOFF COEFFICIENTS (continued)

Block Development

Description R RN

(Rx2.778)

Roof Hoppers (flat roof)

RN (Rx2.778

)

Swale Storage

(designed)

RN (Rx2.77

8)

Block Town housing Stack Town housing Apartments

0.55-0.56

1.53-1.81 0.40 1.11 0.30 0.83

Neighbourhood Commercial

0.70 1.94 0.45 1.25 0.30 0.83

Commercial Centre 0.75 2.08 0.55 1.53 0.30 0.83

Industrial 0.75 2.08 0.45 1.25 0.30 0.83

Institutional 0.70 1.94 0.55 1.53 0.30 0.83

Open Areas

Description R RN (Rx2.778)

Park, Recreation Centre, Cemetery with any roof leaders or pavement to sodded areas.

0.25 0.69

Unimproved Open Space under 7% slope. 0.25 0.69

Unimproved Open Space over 7% slope. 0.30 0.83

For estimating flows 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:

C10 = 0.8 C5 + 0.2 C25 = 0.7 C5 + 0.3

25

C50 = 0.6 C5 + 0.4 C100 = 0.5 C5 + 0.5

Manning’s Formulae shall be used to determine the capacity of the sewers. For concrete sewers a roughness coefficient of 0.013 shall be used. For corrugated pipe used as culverts, not storm sewers, an appropriate roughness coefficient shall be used.

FIGURE 2.2.3-1

26

·'

ATHOS Rrc !:lilVlRONMBN'l' SBRVICE SBRVICB DB L BNVIRONNBMEN'I' A'I'MOBPKBJUQUB

RAINFALL INTBN ITY-DURATION PRB:QUENCY VALUES INTBNSITlll, J> E li'l' PREQUBNC12 DBS PLUIBS

DATA ~TION DlVISION LA DIVISION DO' TRAlTEMENT DES DONNl!iBS

GUMBEL - MiTHOD OF I MOMENTS/METHODB DBS MOMENTS .- 1990

t.t ••• ,.t •• t ••••••••••••••••••••••• t •••• ttttt •••••••••••••••••••••••••••••••••

BARRIE W CC ONT 6110557 TABI.E 1

LATITUDE 4423 LONG TUDE 7941· ELEVATION/ALTlTUDB 221 M

5 MIN 10 MIN 15 IN 30 MIN

1968 3.6 4.1 5 3 5.6 1 978 5.6 6.8 7 4 10 .5 1979 12.1 14.9 18 6 24.6 1980 7.6 . 11.7 16 9 20.4 1981 15.5 17.9 21.0 23.3 1982 5.S 9.4 13.5 16.5 1983 13.3 15.5 17.4 20.2 1984 12.2 13. 3 14.6 18.0 1985 9.0 13.0 16.0 22,6 19B6 9,5 12.9 15.2 20,1 1987 9.3 14.8 18.4 20.1 1988 8.B 10.8 12,' 14.4 1989 7.4 13.1 17.4 24.0 1990 6:6 9.7 10.' 14.5 1991 8.7 12.5 17,' 21.8 1992 4.5 4.8 5,4 9.2 1993 7.8 13.2 14.6 19.6 1994 5.8 9.2 13 .4 16.4 1995 11.4 16.4 20.1 31.7 1996 8.5 " 9.5 10.9 14.B NOTEz-99.9 INDICATES MSG DATA

DONNEES MANQUANTBS

1 H

5.' 1B.7 25.9 21.2 25.6 lB.8 26.0 18.3 28.3 32.~ 20.2 20.0 24,2 15.9 23.6 11.6 22.1 20.1 39.1 16.8

2 H

7.' :114.5 26.4 ,n .4 25.7 20.2 28.5 23.1 38.4 50.6 :Z3.8 22.0 24.3 17.3 27.6 16.8 23.2 22 •. 0 70.0 :Z3.~

• H

13.5 28.6 45.9 :Z6.9 25 . 7 29.5 29.7 27.6 43.:Z 74.9 43 ,2 30.4 27.6 20.8 29.S 26.3 26.7 28.4 85.9 37.6

12K

16.'7 29.0 45.9

-99.9 28.4 39.0 30.0 48. 0 50.3 75.S 47.0 37.6 29.0 27 .4 32.4 27.8 35.5 33.4 95.2 42.4

24 H

18.3 36.0 46.S 75.0 4J, :z 39,2 30.0 28.0 50.9

iD.3 47,0 60.0 34.0 43.0 41.7 31 .6 35.5 37.5 96.0 53.6

# YlUI. ....... MEAN

MO."""" STD. OW.

ECART·'l'YPE .....

20 20 20 20 20 20 20 19 20

8.6 11.7 14.4 18.4 21.7 26.9 35.1 39.5 48.0

DISSYMBTR.IE KOR.'l'OBIB KURTOSIS

3.1 3 ,7 4.5 6.0 7.1 13.2 17.3 18.4 23.1

.49 -.52 - .73 -.15 .23 2.19 2.01 1. 98 1.70

3.28 3.27 3.23 3.98 4.84 9.03 7.24 7,49 6.11

WARNING / AVBRTIBSBMENT YEAR. 1995 HAD VALUB OREATBR THAN 100 YlIAR. STORM,

EN 1995 LRIN'I'BNSITE DB LA PLotB A DB PASSB ClilLLE POUR UNl!I PIRIODE DB RETOUR til 100 1\NS

DATA/LA VAI,.iUR _ 70.0 100 YEAR/ANNEiI. 68,.2

27

FIGURE 2.2.3-2

28

FIGURE 2.2.3-3

29

FIGURE 2.2.3-4

30

In general the sewer system shall be designed to convey not less than the 5-year return frequency storm without surcharge. Surcharged design may be considered for higher design levels where suitable methods are used or where foundation drains are not connected to the storm sewer, subject to the approval of the Township Engineer. Design calculations for the sizing of the storm sewer system are to be included on the Storm Servicing Plan for new subdivisions. Design Drawings shall be provided for all areas contributing to newly designed storm sewer systems including design provisions for external areas.

4.5 Design Levels

The system is to be designed to provide convenience drainage for frequent storms (minor system) and flood protection from rare events (major system). The proposed system shall provide water quality controls designed to achieve the Enhanced level of control as described in the “” prepared by the Ontario Ministry of the Environment, March 2003.

4.6 Minor System

Storm sewers are to be designed for at least a 5-year return frequency storm without surcharge where adequate overland drainage capacity exists to satisfy the major system requirements.

Exceptions to this may be considered under the following circumstances and subject to approval by the Township Engineer:

o When the major storm drainage system is inadequate either because there is no

outlet for overland flows or there is insufficient surface detention potential, the sewer system shall be designed to carry as much flow as necessary to achieve the minimum 25-year level of protection for the major system as specified in Table 2.2.4-1.

4.7 Major System

Runoff rates in excess of the design capacity of the minor system shall be conveyed via streets and swales to a safe outlet. The combination of overland flow system and minor system shall be designed for a minimum 25-year return frequency storm, to prevent flooding of private property with maximum level of road flooding and surface detention as defined below.

It shall also be demonstrated that overland flow conditions resulting from the 100-year return frequency storm will not cause unacceptable flooding damage to private property with a maximum level of road flooding and surface detention as outlined below. In new subdivisions the limit of overland flow route floodlines shall not extend onto private property unless protected by a drainage easement. Development of the site must not increase flood levels upstream or downstream of the development.

31

TABLE 2.2.4-1

Storm Return Frequency (Years)

5 25 100

Walkways minor surface as required as required

Open Spaces flow up to 25mm deep on walks

for overland flow outlets

for overland flow outlets

Collector and Industrial Roads

1.0m wide in gutter or 0.10m deep at low point catchbasins

up to crown 0.10m above crown

Arterial Roads

1.0m wide in gutter or 0.10m deep at low point catchbasins

1 lane clear up to crown

Private Property

minor ponding in swales

no structural damage, ponding in yard areas below building openings - no basement flooding

no structural damage from overland flow

Public Property

minor ponding in swales or ditches

no structural damage, ponding in flat areas, no erosion

no structural damage, ponding in flat areas, some erosion

• For all classes of road, the product of depth of flow at the gutter (m) times the flow velocity (m/sec) shall not exceed 0.65m2/sec.

Street grading must provide a continuous gradient to direct street flows to a safe outlet at low points. Outlets can be walkways or open sections of roadways leading to parks, open spaces or river valleys.

4.8 Open Ditches

In estate residential subdivisions, open ditches may be permitted at the discretion of the Township. Ditches shall be constructed below the subgrade of the roadway a maximum of 0.5m and a minimum of 0.15m. The minimum ditch grade shall be 0.5% and the maximum 5%. In exceptional cases and where ditches are on easements off the Road Allowance, ditches with grades greater than

32

6 percent may be allowed by the Township Engineer but these shall be suitably protected against erosion to the satisfaction of the Engineer. Where ditch grades exceed 5%, the Township may require that an urban cross-section be applied for that road segment.

The minimum ditch protection on all ditches shall be 100mm of topsoil and staked sod on the side slopes and bottom of the ditch regardless of the ditch gradient.

Normal ditch to ditch road culverts shall be installed where required as follows:

o Minimum length; as required from centre of ditch to centre of ditch; o Minimum size; 500mm diameter for road crossings, 400mm for driveway

entrances; o Material; standard galvanized corrugated pipe or Big “O” Boss 2000, 320 KPA or

reinforced concrete; o Gauge; as recommended by manufacturer for H20 Highway loading, minimum

2.0mm thickness for road crossings, 1.6mm for driveways; o Minimum cover; 300mm for road crossings, 200mm for driveways; o Bedding; culverts shall be bedded and backfilled with granular material in

accordance with OPSD–802.014 (flexible pipe) or 802.034 (rigid pipe); o End protection shall be provided, in accordance with STD-D1as directed by the

Township Engineer, on all road culverts, driveway culverts, fire hydrant and hydro transformer access platforms.

Driveway entrance culverts for each lot shall be installed by the Developer.

Where it is necessary to construct culverts under roadways or driveways larger than the minimum size, the cross-sectional end area shall be calculated by the rational design method as noted previously. Detail drawings and calculations shall be submitted for the approval of the Township Engineer.

4.9 Open Channels

Open channels are to be designed as follows:

o For the Regional Storm where the upstream watershed area exceeds 1 square kilometre;

o For a minimum 25 year return frequency storm with protection from erosion damage for larger storms if required by the Township Engineer;

o To maintain the natural storage characteristics of the watercourse; o To maintain a natural appearance as far as possible; o To meet specific requirements of the Conservation Authority in each case.

4.10 Outfalls

Outfall structures to existing channels or watercourses shall be designed to minimize potential erosion or damage in the vicinity of the outfall from maximum design flows.

4.11 General Pipe Design Criteria

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Manning’s formulae shall be used for determining the capacity of the sewer. A roughness coefficient of n=0.013 shall be used for all types of pipe. Pipe strength design calculations shall be provided for approval by the Township Engineer.

The minimum size shall be a diameter of 300mm for sewers or 250mm for catchbasin leads.

The minimum velocity shall be obtained by selecting a slope to ensure that cleansing velocities occur once in two years on the average. Generally 0.75 metres per second for the 5-year return storm design flows may be used.

The normal maximum velocity shall be 5.00 metres per second at full flow for sewers and 1.50 metres per second for channels. Energy dissipators at outlets will be designed to reduce velocities to 1.00 metres per second or less. The minimum and maximum grade for pipes shall be the grade needed to meet the minimum and maximum velocity requirement.

A sufficient drop shall be provided across each manhole to offset any hydraulic losses,

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 0.9 metres are necessary. Calculations for hydraulic losses shall be included with storm design information. Except for special cases, the downstream pipe diameter shall always be greater than or equal to the upstream pipe diameter.

Roof leaders are to be discharged to the ground surface onto splash blocks, and flows shall be directed away from the building in such a way as to prevent ponding or seepage into the foundation weeping tile. Where flat roofs are used, as in commercial or industrial sites, detention roof hoppers requiring smaller or fewer roof leaders may be used as part of the stormwater management design. No connections are to be installed directly to storm sewers.

4.12 Testing of Sewers and Manholes Prior to the issuance of the Certificate of Substantial Completion, the complete sewer system shall be subjected to deflection testing (plastic pipe) in accordance with MOE guidelines. The complete system shall also be inspected by an approved video camera testing company and the Township Engineer will be provided with a copy of the appropriate data. All manholes are to be visually inspected. Prior to the end of the maintenance period, the complete system is again to be subjected to a video inspection with a copy of the video inspection being forwarded to the Township Engineer. Any sections of sewer or service connections which fail to meet the requirements shall be repaired or replaced at the direction of the Township Engineer. Only under exceptional circumstances will chemical pressure grouting repair techniques be considered acceptable.

4.13 Detention Facilities

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Detention facilities shall be provided for both the major and minor systems as required to reduce runoff increases and to meet downstream flow constraints. Both wet and dry detention facilities may be considered. A wet facility is a permanent pond which provides storage in a freeboard allowance while a dry facility is a temporary storage site that may be used for other purposes during dry weather.

Minor System Detention

Where storage is required to reduce post-development 5-year return frequency storm pipe flows to pre-development storm runoff rates or to meet downstream flow constraints, land area set aside expressly for this storage where it is not part of a privately owned facility (i.e. roof top storage or otherwise incorporated into industrial/commercial lands) shall be designated as a “stormwater detention site” and dedicated by the Developer to the Township. It shall not be considered as part of the park system.

Major System Detention Where detention facilities are designed to control runoff increases in the major system, storage may be considered in designated park areas. The area required, the duration and frequency of use of the site for storage or runoff shall be specified when multiple use of the site is considered (i.e. park and storm runoff detention). In all cases, the detention of runoff in multiple use facilities shall not occur more frequently than once in five years.

Dual System Detention If the facility is used to control major and minor system runoff increases, the land area required to store the 5-year return frequency storm runoff increase shall be designated as part of the drainage system, while storage in excess of this may be obtained from adjacent designated park lands as an overflow or freeboard allowance.

Outlet Design

All detention facilities shall be provided with an outlet (overflow spillway) designed to accommodate a 100-year return frequency storm flow without a failure. Suitable erosion protection shall be provided downstream of the outlet for all flow conditions. Operation during spring snow melt or freezing conditions shall be investigated and any required changes will be incorporated.

Water Quality The proposed drainage system shall provide water quality controls designed to achieved the Enhanced level of control as described in the “” prepared by the Ontario Ministry of the Environment, March 2003.

Fencing

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All Stormwater treatment facilities are to be completely enclosed with a 1.8 meter high galvanized chainlink fence with 38mm mesh. Maintenance access gates are to be provided at locations determined by the drawing review. Alternative screening mechanisms to maintain public safety within the vicinity of proposed facilities are to be considered through the use of gradual side slopes, safety shelves above and below the permanent pool, and natural barriers to discourage public access incorporated into the facility design. The M.O.E. Best Management Practices (2003 BMP) shall be applied to the design of stormwater management ponds. Maintenance Access The maintenance access to each facility shall be designed to ensure that there is sufficient spacing to allow for the long term maintenance of the facility. Consideration shall be required for access to key locations within the facility including but not limited to inlet and outlet structures, forebay structures, pond berms and overland flow areas. The pond layout is required to be designed to ensure that sufficient space is provided to provide turning areas and that the facility can be fully cleaned out by the equipment outlined in the maintenance manual. Consideration shall be given to providing sediment drying areas adjacent to the forebays to facilitate maintenance. Access paths shall not be less than 4 metres wide. Access paths are to be looped or adequate turn circles or Hammerhead turn areas provided. Maintenance Manual A detailed maintenance manual will be required as part of the design of each facility including inspection checklists, maintenance descriptions and projected frequency, and recommendations for facility cleanup.

Drainage and/or Stormwater Management Report

A Drainage and/or Stormwater Management Report setting out the existing and proposed drainage system shall be submitted for approval to the Township Engineer. The report may also have to be approved by the Ministries of the Environment and Natural Resources and the Conservation Authority.

The report shall include a plan showing the major overland system design. When the Rational Method is used, the relevant figures are to be entered on Storm Sewer Design Sheets. When computer modelling is used, the report shall indicate model parameters and assumptions used and to give outflow hydrographs and hydraulic grade line levels where applicable. This information shall included detailed calculations of soil parameters, time of concentration, impervious land area coverage, and initial abstraction parameters.

In cases where flows are diverted to adjacent watersheds, the drainage report shall show that the receiving system can accommodate the additional flows within the constraints applicable to the receiving system. The constraints include characteristics of the receiving watercourse both upstream and downstream of the diversion. The report shall also deal with the effects of the diversion on the original watercourse downstream of the diversion, including the need to satisfy the legal requirements of the riparian owners and the need if any to maintain base flow.

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Design Flows

Potential increases in runoff rates resulting from new development shall be controlled as required by the Township. Where downstream constraints exist such as those established by the Township or the Conservation Authority, the drainage report shall demonstrate how runoff rates will be controlled to satisfy those constraints. In the absence of such constraints, the post-development flows from a 5-year return frequency storm generally shall not exceed the flows for pre-development conditions for the same storm at the outlet for the minor system unless it is demonstrated to the satisfaction of the Township Engineer that uncontrolled flows will have no adverse effects. Similarly for the major system post-development runoff from a 25-year return frequency storm generally shall not exceed the pre-development runoff for the same storm. Where physical constraints of the downstream watercourse have been identified for the pre-development condition, the Township may require over-control of runoff from the new development to help address the existing deficiencies.

5.0 SANITARY SEWER SYSTEM

5.1 General

For subdivisions in which sanitary sewers are required, the 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 Township Engineer. If a pumping station is approved by the Township, it shall be designed in accordance with the MOE guidelines with standby power all to the satisfaction of the Township Engineer.

5.2 Service Area The system shall be designed to service all areas within the subdivision to their

maximum future development in accordance with the Township’s Official Plan. Allowance shall be made for inflows from the appropriate adjacent subdivisions or areas and shall meet with the approval of the Township Engineer. Discharges of the system are to be into appropriate sewers and are to be approved by the Township Engineer. The exact location for connecting to sewers in adjacent subdivisions or areas shall be as approved by the Township Engineer.

5.3 Drains All floor drains are to be connected to the sanitary sewer. Foundation drains and roof

water leaders are not to be connected to the sanitary sewer.

5.4 Design Flows

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The sewers shall be sized for maximum design flows plus an allowance for infiltration. Minimum velocities and slopes shall be determined for maximum design flows without infiltration. The average daily domestic flow shall be taken as 450 litres/capita day. Equivalent domestic flows for areas intended for uses other than residential shall be calculated on an area basis and reviewed with the Township Engineer prior to design. Maximum design flows shall be determined using average daily flows and the Harmon Peaking Factor. A wet weather infiltration rate of 20,000 litres/hectare/day = 0.23 litres per second per gross hectare shall be used. To satisfy self-cleansing requirements in sanitary sewers, assume dry weather infiltration reduces to zero for several days during dry months.

5.5 Sewer Pipe Design Criteria Manning’s formulae shall be used for determining the capacity of the sewer. A roughness coefficient of n = 0.013 shall be used for all types of pipe. Pipe strength design calculations shall be provided for approval by the Township Engineer. The minimum size shall be a diameter of 200mm. The peak design flow shall not exceed 85% of the full flow capacity of the pipe. The minimum velocity for sewers operating partially full shall result in self-cleansing equivalent to that produced by flow in sewer operating full at a velocity of 0.75 m/s. The maximum velocity shall be 3.0 m/s at full flow. The maximum and minimum grades for pipes shall be the grade necessary to meet the maximum and minimum velocity requirements. A sufficient drop shall be provided across each manhole 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 0.9 metres are necessary. Except for special cases, the downstream pipe diameter shall always be greater than or equal to the upstream pipe diameter.

5.6 Layout Details

Trunk and Local Sewers

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Sanitary sewers shall generally be located as per the standard detail drawing for sanitary sewers. When sanitary sewers are located in easements, the easement width shall be 6.0m minimum. A minimum depth of cover of 2.8 metres below the centreline road elevation, or sufficient depth for basement floor drains and frost cover, shall be provided. Where sewers are located within an easement, a minimum frost cover of 1.5 metres may be used, provided that such sewers cross below watermains. Minimum clearances between services shall be provided in accordance with MOE guidelines. Manholes

Manholes shall be placed at the end of each sewer line, at changes in size and material, and at abrupt changes in grade and alignment. Curved or properly deflected sewer lines are allowed with approval of the Township Engineer. Manhole types and sizes shall be in accordance with MOE guidelines. All manholes shall be benched up to springline, to the satisfaction of the Township Engineer. Frost straps shall be provided between the upper through to the base manhole section. The maximum spacing between manholes shall be generally according to the following: - 200 to 900 millimetres diameter 110 metres - 975 millimetres diameter and greater 180 metres Drop manholes shall be provided for all sewer junctions having an elevation difference in excess of 0.9 metres that cannot be eliminated by changing sewer grades. Where manholes are located in areas to be flooded by the major design storm, manhole covers shall be of the sealed variety and the manhole is to be suitably vented. Service Connections Single connections for residential and industrial use shall generally be located 2.5 meters offset from the waters service on the non-driveway side of the lot. 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. Single residential sanitary connections shall be 125mm diameter with a 100mm cleanout riser sufficiently capped and buried 150mm below grade at property line. The lateral is to extend 2.0 meters into the residential lot and plugged and braced with a 2X4 marker. Connections for commercial, industrial and institutional will be considered separately and generally be 150mm diameter. Service connections shall be located at a minimum depth of cover of 2.6 metres or sufficient depth for basement floor drains and frost cover. Service connections should cross under watermains.

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Foundation drains shall not be connected to the sanitary sewer.

5.7 Testing of Sewers and Manholes

The complete sewer system shall be subjected to deflection testing and leakage testing, by low air pressure method, all in accordance with MOE guidelines. Prior to the issuance of the Certificate of Substantial Completion the complete system shall be inspected by an approved video camera testing company and the Township Engineer will be provided with a copy of the appropriate data. All manholes are to be visually inspected. Prior to the expiration of the maintenance period, the complete system is again to be subjected to a video inspection with a copy of the video inspection being forwarded to the Township Engineer. Any sections of sewer or service connections which fail to meet the requirements shall be repaired or replaced at the direction of the Township Engineer.

6.0 WATER SUPPLY SYSTEM

6.1 General For subdivisions in which a communal water supply system is required, the system shall be designed to service all areas within the subdivision to their maximum future development in accordance with the Township’s Official Plan. Depending on the ultimate size and type of development and availability of groundwater, the supply system shall consist of two or more wells with submersible pumps with a below grade reservoir and continuous running high lift pumps. A direct pumping system may be given consideration by the Township for developments with less than 50 lots and depending on the potential for connection to a future municipal supply.

6.2 Source In the absence of an existing municipal supply system a new well supply system shall be provided. A well evaluation report prepared by a Hydrogeologist, approved by the Township, must be submitted for all wells. A “Permit to Take Water” must be obtained by the developer from the Ministry of the Environment for each well to be used in the system. This permit must be transferred to the Township at the time of takeover. At least two sand-free wells of approved design must be constructed and fully developed at the time of construction according to standard well development techniques with both well located on the same lot. The production well(s) must have a minimum casing inner diameter of 200mm, depending on the size and type of development. The well supply must have a rated capacity which meets or exceeds the peak hourly design rate. A 100% standby well is required with each well that is developed and it is to be fully operational. The separation between production wells and standby wells is to be determined by a hydrologist approved by the Township.

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The standby well must have a minimum casing diameter of 150mm I.D and have a rated capacity equivalent to the supply rate of the highest production well. The well will be equipped with a stainless steel well screen with slotted openings designed for the aquifer materials in which the screen is set. Generally the wells must be equipped with submersible turbine pumps although line shaft turbines may be required on large high volume installations. The pumps shall be selected to provide the ultimate flow at the required total dynamic head and shall be manufactured by a company approved by the Township. Generally the pumphouse and control building shall be located at least 3.0 metres from the well to allow ease of access for equipment. The well shall be equipped with a pitless adapter which will keep the discharge from the well at a depth of at least 1.5m. The well shall be capped at least 450 mm aboveground level and have an approved well seal. A 1.2m diameter flat top manhole with standard frame and cover or equivalent protection may be required around the well above the discharge pipe as directed by the Township Engineer. For larger high capacity wells consideration may be given to housing the well in a pumphouse, in which case the well shall not be more than 1.2m from an exterior wall. Each well shall be equipped with an altitude gauge for water level monitoring with the gauges mounted inside the control building. A low level cut-off shall be installed on each well pump to prevent the operation of the well pump under dry conditions. Each well discharge shall be equipped with a rate of flow controller and check valve. Valving shall be provided to allow the operation of each well individually to be pumped to the system or to waste. Electrical controls shall be provided to operate each well independently or together and on “automatic” or “hand” modes.

6.3 Type of System A double pumping reservoir system consisting of a storage reservoir with high lift pumps shall be constructed to the Township’s requirements all as described in subsequent sections herein. When the Township gives special approval for a direct pumping system, the capacity for such a system must exceed the requirements of the Ministry of the Environment for small water systems with the largest pump out of service. For the design of the system the density should be considered as 3.2 persons per unit with an average daily consumption rate of 450 LPCD. Proper pump cycling as recommended by the hydrogeologist shall be controlled by pneumatic tanks with a minimum one of 100 litre Well-Extrol glass lined pressure tank being provided for each 10 litres per minute of pumping capacity at the design flow to maintain a minimum pump cycling time of 10 minutes. The configuration and valving of the pneumatic tanks shall be such to allow the removal of any on tank without interruption of service to any other. The pump pressure controls shall be set to allow a

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100kPa differential from pump on to pump off and to maintain at least 280 kPa on the upper floor of the highest dwelling in the development during peak hour demand periods. A second pressure switch shall be provided and set at 35 kPa below the number one pump control to permit the operation if additional pumps are required at times of high demand. A pressure relief valve with discharge directed through the pump house wall shall be provided on the main header. Chemical addition will be required for small water systems which will include a 15 minute contact time prior to the first user during peak demand periods.

6.4 Reservoir

Generally for residential development of more than 49 lots and less than 120 lots, or when the individual well capacity is less than the peak demands, the supply will include a storage reservoir with high lift pumps. The reservoir shall be sized in accordance with the Ministry of Environment Design Guidelines and in no case shall be less than 50, 000 litres. For developments of more the 49 lots and less than 120 lots, the reservoir and high lift pumps shall be sized to accommodate a minimum fire flow of 18.9 LPS for a duration of 2 hours. For the design of the system the density should be considered as 3.2 persons per lot with an average day consumption of 450 litres per capita. For developments greater than 119 lots, the minimum capacity of the individual wells must be greater than 225 litres and supply system will include a storage reservoir with high lift pumps. The reservoir shall be sized in accordance with the Ministry of the Environment Guidelines and the high lift pumps and reservoir shall accommodate a minimum fire flow of 37.8 LPS for two hours. The reservoir shall be constructed of reinforced concrete below grade and be divided into two equally sized cells. Pumps, valves and controls shall be so installed to allow the use of either cell during cleaning operation of the other. Each cell must be vented to atmosphere and must have vandal proof hatches to provide convenient access and prevent contamination. Manufactured aluminium ladders shall be installed for access to the reservoirs. Overflow drains shall be provided. Such drains shall be properly screened and terminate at least 600mm above ground level.

6.5 High Lift Pumps and Controls

At least two high lift duty pumps shall be provided and jockey pump shall be provided. The jockey pump shall supply average day flows while maintaining 450 kPa throughout the distribution system. The high lift pumps shall be designed to provide peak hour demand flows and the fire flow and maximum day requirements. All pumps shall supply sufficient pressure to maintain 280 kPa on the upper floor of all dwellings during peak demand periods. The pumps shall be vertical turbines or centrifugal manufactured by a company approved by the Township. The pump controls shall permit the manual selection of “lead” pump as well as provide hand and automatic modes of operation.

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A pressure switch and time delays shall be provided to start the second pump during peak flow conditions and the fire pump as required by demand. A combination float gauge and level controller shall be provided for the reservoir. Controls shall be provided for start and stop of well pumps as well as low level cut out for the high lift pump.

A pressure regulating valve shall be installed on each pump discharge to control the discharge pressure, a relief valve shall be installed to allow re-circulation of some water back to the reservoir. Time recording metres approved by the Township shall be provided for each pump.

6.6 Building

The permanent pumphouse or control building shall be constructed of concrete block with brick veneer. A conceptual sketch of the building shall be provided prior to the design of the structure. The building shall be designed to blend in with the area. A complete colour and paint schedule shall be submitted for approval by the Township. The building shall be sized to allow ease of access to all equipment for servicing as well as space for chemical storage. If a fire pump is not required at the time of construction, sufficient space should be provided for such an installation in the future including installation of grating, etc. for exhaust venting. A metal clad door sized for equipment removal must be provided complete with an approved heavy duty lockset and all exterior openings and equipment shall be of vandal proof design. The diesel generator shall not be located over the reservoir and shall be arranged so as a fuel spill will not enter the reservoir. The floor must be sloped to drain to a central floor drain which discharges to a sewer or waste disposal system through a screened 100mm diameter pipe. The building elevation must conform with the requirements of the lot grading plan with the building set a minimum of 450mm above the surrounding ground. An exterior concrete slab, the 0.6m wider than the door and 1.2m wide shall be provided at the entrance as well as a 1.2m concrete walkway to the driveway. Building slab to be 150mm above driveway elevation. Forced ventilation must be provided by a combination of a fan in the roof or upper wall and a louvre near the bottom of the opposite wall. Generally, gravity louvres will be satisfactory, however, on larger installations when the louvres are necessary to exhaust air from the standby power system, the louvres shall be motorized. Thermostatic controls as well as manual override switch should be provided to operate the ventilation system. Louvre are to be vandal proof of a type approved by the Township. Thermostatically controlled electric heaters shall be provided to meet Ontario Hydro heating standards. The entire building must be insulated to conform with Ontario Hydro’s Standards for electrical heating. A fire extinguisher, Type ABC, shall be provided in each building.

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All other safety equipment required by the Ministry of Labour and Occupational Health and Safety Act shall be installed (i.e. chlorine eyewash, etc.). All interior and exterior doors and trim shall be painted to a colour scheme approved by the Township.

A 1.8m x 1m wooden work bench painted and properly finished shall be provided with overhead lighting. A suitable lifting device shall be provided as approved by the Township.

6.7 Process Piping and Plumbing

The pipework and valves in the building shall be arranged to allow for cleaning, testing and well pumping to waste, all while keeping the system in operation. Waste lines from the wells through the wall shall be equipped with an attachment for a manometer tube and orifice for flow measurement and should discharge to a dry well or storm drain. Flow to the distribution system shall be monitored by an approved positive displacement or turbine type meter calibrated in cubic metres. A valved by-pass shall be provided around the meter to allow continuous operation with the meter removed. A minimum of 2 pressure gauges with stopcocks must be provided for all discharge lines. Flexible couplings, air relief valves, pressure relief valves, flow control valves all shall be installed as required by the Township Engineer. Sampling taps shall be provided on each well discharge line as well as on the main header beyond the feed point of any chemicals. All pipework shall be at least 450mm above the floor and 450mm from any wall. Pipework shall generally be ductile iron, stainless steel or black steel chemical lines shall be suitably sized PVC. Pipe supports shall be located such that support is maintained if valves or pipe sections are removed and shall be of an approved design to provide both support and adequate thrust restraint. Suitable provisions shall be made in the piping for swab launching. All pipework, valves, walls, ceiling and floor shall be painted according to a colour scheme approved by the Township. A sink and appropriate eye wash facilities shall be incorporated into the building.

6.8 Electrical

All electrical work must be carried out to Ontario Hydro Standards and the inspection certificate must be issued prior to start of operation. All disconnects including the main supply must be of the “breaker” type.

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All motors shall generally be three phase, although single phase motors may be necessary in isolated areas. All motors shall be equipped with magnetic starters. All motors are to be protected against single phasing. All A.C. control systems shall be 110 volts. Rigid electrical conduit must be used throughout the pumphouse as well as for the lines to the wells. Lightening arresters shall be provided to protect all pumps. An appropriate outlet for welding equipment shall be provided. Additional electrical outlets shall be provided near the work bench. A motor control centre shall be provided for all 600V switchgear rather than numerous individual panels. Lighting shall be provided for all buildings. A weather-proof switch and electrical outlet shall be placed adjacent to the door. An exterior vandal proof pole light shall be provided for the driveway.

6.9 Property and Access

All wells, pumphouses and equipment shall be located on property deeded to the Township. The actual property requirements will be subject to the approval of the Township. The property shall be graded to allow good drainage and with the exception of the driveway, the entire area shall receive 100mm of topsoil and be sodded. A minimum of 10 low lying shrubs shall be planted at designated locations. A landscaping plan and lot grading plan shall be submitted for approval. A 4.5m wide paved driveway must be provided to the entrance of the pumphouse complete with an acceptable turn around area. The appropriate granular bases and asphalt thickness shall be designed to support heavy equipment.

6.10 Water Quality and Treatment

In general, the water quality must meet the standards set down by the Ministry of the Environment. The degree of treatment and equipment required will be dependent on the chemical and bacteriological quality as well as the turbidity of the raw water. As a minimum, two chlorinators with 140 litre storage tanks and the necessary plastic tubing and connections must be provided. The feed pumps must be wired to the circuits of the well pumps so that chemical is added when the pumps are operating. An approved chlorine residual “test kit” shall be provided for each installation.

6.11 Standby Power For all developments, a diesel generator set shall be installed, capable of providing power for all the equipment provided and equipment required for future expansion. The diesel engine shall be equipped to start operating automatically in the event of a power failure and be equipped with time delays for starting, stopping load transfer as

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well as an alternator, block heater and protection against overheating, over-cranking and low oil pressure. All necessary vents and motorized louvres must be supplied with the equipment. A permanent battery charger shall be included in the installation. In general the diesel generator set, 500 litre fuel supply tanks and control shall be supplied in accordance with the current MOE guidelines for Diesel Generator Sets.

6.12 Operating Manual

An operator’s manual for the system shall be prepared and turned over to the Township. The manual must contain: - “As-Constructed” mechanical and electrical drawings; - “As-Constructed” building and lot details; - “As-Constructed” distribution system plans showing services, valves, hydrants,

etc. - Pump literature, curves and operating instructions; - Operating and maintenance instructions for standby equipment, metres,

chlorinators, pressure reducing valves, etc. - Names, addresses and telephone numbers of all equipment suppliers and

installers; - Information on guarantees for all equipment; - Copies of the “Permit to Take Water” and “Certificate of Approval” for the Supply

and Distribution System; - Hydrogeologist’s Report; - Complete copy of Engineering Tender Documents and Specifications.

7.0 WATER DISTRIBUTION SYSTEM

7.1 General

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. A minimum of 2 supply lines shall be installed between the water supply works and the distribution system.

7.2 Service Area The system shall be designed to service all areas within the subdivision to their

maximum future development in accordance with the Township’s Official Plan. Allowance shall be made for connection to appropriate mains in adjacent subdivisions or areas and shall meet with the approval of the Township Engineer. The exact location for connecting to mains in adjacent subdivisions or areas shall be as approved by the Township Engineer.

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7.3 Design Flows

Watermains shall be designed to carry maximum day demand plus fire flows based on the latest publication of the Public Fire Protection Survey or peak hour flow, whichever is greater.

The average daily demand is to be taken as 450 litres/capita/day.

The estimated populations and areas for the different neighbourhoods shall be in accordance with the Official Plan. The maximum day and peak hour factors shall be determined from the current MOE design guidelines although the following are considered minimums: - Maximum daily demand factor: 2.0 - Peak hourly demand factor: 4.5 Peak flows, other than domestic flows, shall be determined on an individual basis.

7.4 Selection of Main Sizes and Pressures

The Hazen-Williams formula (V=0.85 CR0.63SH0.54) shall be used for computing friction losses and subsequently sizing the watermains. For new mains, the valves of “C” coefficient shall be 120 for 150mm diameter PVC pipe and 110 for 200mm diameter PVC pipe. The minimum size of mains shall be 150mm diameter in residential subdivisions and 200mm diameter in industrial developments. The minimum pressure during the peak hourly demand shall be 275 kPa (40psi). The maximum pressure under static load or during the minimum hourly demand shall be 550 kPa (80psi). The minimum fire flow in a residential area is to be 38 litres per second (500igpm) and the minimum fire flow in an industrial area is to be 75 litres per second (990igpm). Watermains are to be sized accordingly. The minimum pressure when the system is tested for fire flow in conjunction with the design maximum daily demand shall be 140 kPa (20psi). A hydraulic network analysis of a water distribution system shall be carried out if design flow rates result in excessive head losses and main sizes greater than the minimum specified (150 mm) main sizes or when requested by the Township Engineer. Hydraulic analysis shall include allowances for demands of adjacent areas anticipated to be met by transmission through the design area.

7.5 Oversizing

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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 including oversizing of hydrants, openings and leads as required.

7.6 Watermain Layout Detail Watermains shall generally be offset from the north or west street line in accordance with the standard detail drawings to the limits of the subdivision.

When watermains are located in easements, the easement width shall be 6.0m minimum. A minimum depth of cover of 1.7 metres below finished ground surface or 1.9 metres below road centreline, whichever is deeper, is required. Minimum clearances between other types of services (i.e. sanitary) shall be provided in accordance with MOE guidelines.

7.7 Hydrants

Hydrants shall be located generally on projections of lot lines and where practical, 1.5 metres minimum away from edge of driveways, walkway ramps, house service connections, at the end of all cul-de-sacs, and at the end of all 150mm or larger dead end watermains. Hydrants shall be flow tested by a qualified flow testing company and painted in accordance with the Township requirements. Hydrant numbers as provided by the Township are to be stencilled on the top. Paint specifications are subject to Township approval. The maximum spacing for hydrants shall be 150 metres for low density residential and 90 metres for higher density residential, industrial, commercial and institutional or as approved by the Township, with a maximum 120 metres fire hose length to the rear of all residential buildings. Hydrants shall be Canada Valve Century or approved equivalent.

7.8 Valves

Valves shall be located generally on side lot lines at or near intersection, and as required for spacing. 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. Valves shall be spaced so that no more than 40 dwelling units are isolated along a watermain at a maximum spacing of 150 metres for distribution watermains and 400 metres for trunk supply watermains. Air valves shall be considered at high points of all watermains where possible, installed together with valves in valve chambers.

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Drains shall be considered at low points of all watermains and, where possible, installed together with valves in valve chambers. Dead end mains shall drain to the supply end where possible. All drains must have outlets which are separate from sewer systems.

7.9 Service Connections

Single connections for residential or industrial use shall be located at the centre line of each lot. A 50mm water service shall be provided to park areas with a non-freeze post . Water sampling stations in accordance with STD-W3 .are required and to be installed at the locations as determined by the water system operating authority and the Township. Single residential water connections shall be 19mm diameter with a curb stop at property line. Services to commercial, industrial, institutional, multiple use, and parklands shall be sized for the specific land use. All water service connections are to be provided with stranded 12 gauge tracer wire. Service connections shall be located at a minimum depth of cover of 1.7 metres. Fire connections may be required for industrial, commercial or institutional lots.

7.10 Materials General

All materials are to be verified with the Township prior to ordering to avoid any conflicts.

Watermain

150mm and larger diameter watermains, fittings and connections shall be manufactured in accordance with the latest specifications of the American Water Works Association and the Canadian Standards Association for 1050 kPa (150psi) rated working pressure as follows: - Polyvinyl chloride (PVC) pipe - conforming to CSA B137.3, AWWA C900 for

100mm to 300mm diameter pipe and C905 for 350mm diameter pipe and larger, minimum pressure Class 150 (DR 18), and AWWA C901-78, may be used for distribution watermains, diameter 150mm to 300mm, including approved fittings compatible with ductile iron pipe and including tracer wire between hydrants or other conducting appurtenances.

- All watermain joints to be approved push-on, mechanical or flange type joints as

required for a 1050 kPa rated working pressure. - All fittings to be cement mortar lined ductile iron with mechanical joints conforming

to AWWA C104 and C110. - Joint restraint devices in lieu of concrete thrust blocking will be used for thrust

restrain at all fittings and valves and hydrants.

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- All PVC watermain shall be installed with 12 gauge stranded, white plastic coated

tracer wire Service Connections and Meters

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: - 19mm diameter, polyethylene tubing and fittings to CSA B137.6, AWWA C901-78,

including approved frost protection and complete with 12 gauge, stranded tracer wire.

Joints and connections complete with restrainer clamps shall be pressure tested with the watermain system and shall be in accordance with AWWA Standards, Township Specifications, the Plumbing Code and The Building Code. All service boxes are to be installed flush with the finished grade on each individual lot. Main stops and saddles shall be used on each service. Services shall be provided to service the parkland at convenient locations and in accordance with the requirements of the Township. Services are not to be installed in driveways whenever possible. Frost collars will be required in driveway locations. Water meters are required for each residential unit and can be obtained at the Township office.

Hydrants

Hydrants shall meet the requirements of AWWA Standard C-502. Hydrants are to be Post type Dry Barrel, Compression Shut-Off with Ball Valve, closing with flow, opening counter clockwise, self draining and with break away flange. Hydrants are to be Canada Valve “Century” Hydrant or approved equivalent. Watermain tracer wire is to be connected to the bottom flange of each hydrant

Valves

Valves up to 400 millimetres will be resilient seat gate valves with Non-rising stem and 50mm square operating nut, opening counter clockwise, epoxy coated inside and outside. Manufactured in accordance with AWWA C509 or the latest revision thereof. Approved valves are:

- AVK (Series25100), - Clow (F-6100), - Mueller (A2370-23), - Concord Daigle (C2000M).

Joint Restraining Devices

Restraining glands for PVC pipe shall be:

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- Uni-Flange Series 1300 - Star Series 1000C - Mega-Lug Series 2000PV

7.11 Testing and Disinfection

The following sequence will be utilized in the commissioning of the water system: All water system testing and commissioning is to be coordinated through the Township Engineer and the Water System Operating Authority No direct connection to the existing watermain will be permitted. Filling of the water system is to be completed by a temporary by-pass connection in accordance with STD-W2

Swab and charge the watermain, pressure test, chlorinate, flushing and sampling. All procedures are to be completed through a by-pass connection to the existing watermain in accordance with AWWA requirements. All valves are to be operated by Township representatives only. The final connection to the existing system will not be permitted until all components of the testing and disinfection procedures have been completed to the satisfaction of the Township Engineer and the water system operating authority.

Swabbing

All water servicing greater than 50mm diameter shall be swabbed. Swabs shall be supplied by the Contractor. A swabbing schedule indicating the installation and removal location of the swabs is to be provided to the Township Engineer. Hand swabbing is permitted for small repair sections of watermain. Swabbing must be completed in the presence of the Township Engineer. A swabbing plan is to be submitted to the Township’s operating Authority and Engineers. All swabs are to be accounted for. The developer/contractor will be responsible to locate any swabs not accounted for.

Pressure Testing

The contractor/ developer shall supply all materials, labour and equipment necessary to complete a hydrostatic leakage test at no expense to the Township All hydrostatic leakage testing procedures are to be witnessed by the Township Engineer. Pressure and leakage test shall be performed on the completed distribution system. The distribution system shall be tested in accordance with AWWA specification C-600-93 or the latest revision thereof. Test sections are not to exceed 500m in length unless approved by the Township Engineer.

Chlorinating

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The contractor/ developer shall not operate any main valves, blow-offs, by passes during the period of chlorination. All testing procedures must be completed in the presence of the Township Engineer. All chlorinating procedures are to be completed in accordance with AWWA standard C651 -92 or the latest revision thereof. A minimum initial chlorine concentration of 50 mg/l shall be provided to the system and checked by the Township Engineer. Following a minimum 24 hours, the system is to be flushed. Prior to flushing the system, the discharged chlorinated water must be dechlorinated utilizing a neutralizing chemical. Flushing of the watermain is not to proceed until all safety precautions have been completed to the satisfaction of the Township Engineer.

Sampling

Sampling of the water system is to be completed 24 hours after flushing and is to be completed by the Township Engineers and the Township’s operating authority. 19mm tails at locations acceptable to the Township Engineer, are to be installed by the developer/contractor for the purpose of sampling. The new water system shall be deemed acceptable for consumption following two (2) consecutive acceptable potability test results in accordance with AWWA C651-92. For a test result to be deemed acceptable, The bacterial analysis of the sampled water must indicate a Total Coliform count of 0 CPU’s per 100ml, an E.coli count of 0 CPU’s per 100ml and Background count of 0 CPU’s per 100ml. The completion of the final connection to the existing water system may only proceed upon written direction from the Township Engineer. Should the results of the Bacterial Analysis of Water be deemed unacceptable, additional swabbing, chlorinating and flushing and sampling will be required. Following the confirmation of acceptable sampling results, valves are to be checked for operation by the Township’s water department and service connecting curb stops shall be checked for operation by the developer’s engineer.

8.0 UTILITIES

8.1 General

The General Service plan shall indicate the proposed location of Bell and television facilities, hydro transformers, street lights and gas facilities. In general the location of the primary utility services are to be on the south and east side of the street line opposite the watermain. The offset location of the utilities from the street line is to be in accordance with the Township Standard Detail Drawings STD -R1, STD-R2, STD –R3 , STD-R4, STD- R5 and STD-R6. Hydro transformers are to be located offset from sideyard swales such that they do not interfere with the positive drainage of the swale. All utilities are to be installed underground by an approved contractor. The Developer must bear the cost on any surcharges for underground installation made by made by the utility company and must grant any necessary easements for their service. Utility crossings for new roads shall be placed prior to placement of granular road base materials. Utility crossings for existing roads shall have the asphalt surface saw cut and

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removed for the width of the trench plus a minimum of 0.3metres out from each side of trench walls. Utility trench backfill shall be compacted to 95 % Standard Proctor Density in boulevards and 100% for driveways. Utility trenches beneath travelled roads shall be backfilled with unshrinkable fill.

9.0 GRADING

9.1 General Lot grading shall conform to the following specifications subject to the requirements of

the major drainage system and limits on the depth of street flow and to the standard detail drawings.

9.2 Grades Lots are to be designed with a 5% grade for 1.5 to 3.0m from the house foundation. Yard areas shall be designed with 2% to 5% grades. Boulevards are to have a minimum

grade of 2% draining towards the curb line. Non-yard areas shall have maximum grades of 20% where possible or 30% where

necessary. A soils stability report is required if slopes steeper than 30% are proposed. Any lot with a 10% average grade may require split level dwellings and cross sections

may be required. Swales shall be designed with 2% - 5% grades.

9.3 Rear Yard Catchbasins Private lot catchbasins shall be eliminated wherever possible, and only allowed where

necessary and where all structures are protected from flooding if the inlet is blocked or surcharged by a major storm event.

Where the rear yard catchbasin lead extends between houses, the rear yard catchbasin

shall be placed on a 3 metre wide easement split 1.5m and 1.5m on the adjacent lots. The catchbasin lateral shall be placed 0.5 metres off of the common lot line. The catchbasin shall be placed 1.5m away from the rear lot line.

Where the rear yard catchbasin lead extends across the rear yard of a corner lot, the

rear yard catchbasin shall be placed on a 3 metre wide easement with the catchbasin placed 1.5m off of the rear lot line.

Connections for catchbasins collecting drainage from a single lot shall be regarded as

service connections and shall be the responsibility of the lot owner to maintain. Swales collecting and directing drainage from up to 4 lots to a rear yard catchbasin shall

be placed 1.5m off of the rear lot line in a 3 metre wide easement along the rear lot lines. Where 5 or more lots drain to a catchbasin on private property, an easement shall be

provided for the catchbasin and lateral. The catchbasin drain lead and easement shall

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be located along the rear yard lot line and have minimum easement width of 6 m, 3.0m each side of the property line.

10.0 BOULEVARD TRESS – LANDSCAPING

10.1 Tree Planting One tree per lot shall be planted on the private side of each lot. The proposed location of each tree is to be detailed on the engineering drawings and individual lot grading plans. A minimum separation of 3m is required between the tree location and any service to the lot. Each tree shall have a minimum height of 2.4m and diameter of 50mm measured 0.3m above grade and must be planted in accordance with good nursery practices. The trees selected may be any four or more varieties with alternate planting chosen from the following: Acre platanoides - Crimson King and Schwedleri; White Ash - Fraxinus Americana L; Green Ash - Fraxinus Pennsylvanica Var. Lanceolata (Borkh) Sarg.; Mountain Ash - Sorbus L.; Sugar Maple - Acer Saccharum Marsh; Red Maple - Acer Rubrum L.; Bur Oak - Quercus Macrocarpa Michx; Sunrise Locust; Moraine Locust; Red Oak - Quercus Borealis. Other species and varieties may be planted subject to the written approval of the Township. Sodding and Seeding

Each lot is to receive 100mm topsoil and be sodded from the street line to the rear building line of the dwelling. The remaining area is to be seeded and seed and sod must be of a quality satisfactory to the Township. Prior to its placement, all topsoil must be tested by a qualified laboratory for physical and chemical qualities to ensure conformance with Section 11.4 and that it will be suitable for its intended purpose. Test results are to be forwarded to the Township Engineer.

11.0 PARKLAND

11.1 General Parkland Development Conditions

The conditions required from developers for the development of open space are stated herein. These specifications are to be read in conjunction with the standard drawings. The developer shall engage a landscape architect or designer who is a member of the Ontario Association of Landscape Architects, Canadian Society of Landscape Architects or American Society of Landscape Architects or someone with similar qualifications and/or experience to design and render an overall concept pertaining to open space such as parks, trails or other recreational lands dedicated or otherwise deeded to the Municipality. Such plans and drawings shall conform to all relevant specifications and requirements of the Municipality.

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Where public open space is located adjacent to one or more school sites, the Developer’s representative shall work in close cooperation and consultation with In accordance with guidelines and criteria established by the Township, the developer’s representative will prepare a site landscape concept plan for each site and submit same to the Township for comment and/or approval. Upon receipt of approval, the developer is required to complete the following detail plans and drawings for each site: - Site Landscape Design Concept; - Grading Plan; - Detailed planting plan complete with list of materials required; - Detailed drawings for paths and walkways and lighting of same; - Detailed drawings of any pedestrian or vehicular bridge, underpass or overpass,

required to cross bodies of water or to protect ecologically sensitive areas; - Water installation and supply details; - The location of underground utilities and services such as hydro, sanitary and

storm sewers, drainage systems, water, gas and/or telephone lines. All of the above plans and drawings must be submitted to the Township Engineers for final approval and the information on the plan is to be incorporated into the approved engineering drawings as Park Development Plans. All plans and drawings shall be prepared on sepia on a scale of 1:200 with all contours shown at 2m intervals unless specified otherwise. The developer is required to provide and carry out the following items in accordance with the specifications established by the Municipality for such works: - Grading, topsoil, fertilizing and seeding or sodding of all open space unless

stipulated otherwise by the Township - All paths and walkways complete with lighting where required; - 100% of all plant material (trees, evergreens and shrubs) as stipulated on

approved planting detail plans; - A minimum of 37.5mm water supply line complete with water meter, well and all

necessary plumbing fixtures; - 9 gauge chain link fence 1.2m high on the perimeter of each open space block and

the sides of walkways, entrances or connecting trails unless stipulated otherwise by the Township.

The developer shall be required to complete the work for open space development before 25% of the dwelling units within the subdivision are occupied. The developer shall be responsible for all maintenance within open spaces until the Certificate of Acceptance for the aboveground works has been issued by the Township.

11.2 Procedure

In order to assist the developer and his consultants in the processing of open space concepts and working drawings, the following procedures will generally apply: - Preliminary concepts or proposals for the open space system within any

subdivision are to be discussed with the Township representatives.

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- Following the preliminary consultation with the Township, the developer’s

consultants are to prepare and submit working drawings for review. - All correspondence relating to site plans are to be addressed to the Township

Engineer. - Minutes of all meetings held between the Developer and his representatives and

the Township are to be recorded by the Developer and copies sent to all parties attending.

11.3 General Landscape Specifications

General Remarks Generally, sub-grades are to be established at a depth of 150mm, + 25mm below finished grades. Such sub-grade will constitute a rough, machine-finished surface. Protection of Existing Trees From Damage by Construction All trees to be preserved in the open space shall be protected against damage during construction by fencing or armouring. The tree protection shall be placed before any excavation or grading is begun and shall be maintained in repair for the duration of the construction work unless otherwise directed. Tree protection shall remain until the planting phase of the project is begun and then be removed. The extent of fencing and armouring shall be determined by the Township Engineer at the time that it designates trees to be left standing. Individual trees near heavy construction traffic shall be wrapped with burlap and 50mm x 100mm planks wired vertically as armour around trunks and spaced no more then 50mm apart to a height 1.5m above the ground. All other trees in groups near heavy construction traffic shall be protected by fencing in the following manner - fences shall have posts equivalent to 100mm x 100mm set three feet into the ground and extending 800mm above the ground, set at intervals not to exceed 22m. Two cross members of 50mm x 150mm shall be installed between these posts to completely enclose the tree area. Snow fencing shall be secured to these cross members. Trees having low hanging branches liable to damage shall be fenced around the outer perimeter of the spread of their branches. Fences shall be standard 2.2m high snow fence mounted on standard steel “T” posts at not more than 2.0m centres. The developer shall install snow fencing held in place by metal posts along the limit of development to protect trees and forest floors outside these limits.

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Any damage to existing tree crowns or root systems shall be repaired immediately using accepted tree surgery techniques. Roots larger than 2.5mm in diameter which are exposed and/or damaged during excavating operations shall immediately be cut cleanly on the tree side of the exposed or damaged area, cut surfaces painted with approved tree paint, and topsoil spread over the exposed root area if possible. Fires for any reason shall not be made within 20m of any trees selected to remain. Fill or excavated material may not be piled in the area within the limits of branch spread (drip line) of any tree without specific permission of the Township. If such permission is given, it will be on the condition that an area of 1.5 metres in radius is left clear around the trunk of the tree and that the material is removed and the original grade carefully restored within 14 days of the original grade disruption. Changes to water table levels and drainage patterns around existing trees should be avoided wherever possible during the initial services planning stages.

Site Clearing and Preparation

The developer shall clear the site of all rubbish, rocks, boulders, tree stumps, dead and or dying trees and all useless materials and remove and dispose same off site. All tree clearing is to be completed in accordance with an approved Tree Preservation Plan. The developer shall be responsible for any damage caused by his forces or those of any sub-contractor or supplier to him. Dead trees shall be cut and stumps removed to a minimum depth of 270mm below proposed finished grades. The burning of such materials shall be permitted only if approved by the Fire Department. The burying of such materials will not be permitted.

Topsoil Stripping and Stockpiling

The topsoil shall be stripped to its full depth from the site or portion of the site as designated by the Township, taking care not to contaminate it with subsoil. It shall be stockpiled in areas designated by the Township. The stockpile(s) shall not exceed 2.5 metres in height.

Rough Grading and Filling

The Developer shall do all rough grading and filling where required to establish the sub-grade to a depth sufficient to allow the placing of topsoil to a minimum overall depth of 200 mm. All soft and unstable areas below sub-grade shall be excavated and filled with approved soil material. The sub-grade shall be established parallel to the finished grades indicated on the drawings, unless shown otherwise, and shall be shaped in such a manner so as to permit draining of water in event of heavy rain.

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The sub-grade under all landscape areas shall be compacted to 80%-85% Standard Proctor Density, unless specified otherwise. Such tests shall be done at the expense of the developer by a recognized testing authority acceptable to the Township. Unless specified otherwise, the Developer shall, where required, supply and spread sufficient fill materials to raise existing grades to the specified level as shown on the drawings. The drawing shall clearly show the existing and proposed grades by means of contours and spot elevations. Prior to placing fill, the existing grade shall be scarified to a minimum depth of 75mm to provide a good bond and prevent slipping of fill. Fill materials shall be placed in loose layers not exceeding 225mm in depth. Each layer shall be compacted to 80%-85% Standard Proctor Density before placing subsequent layers. The completion of the finished sub-grade shall be approved by the Township prior to the placement of topsoil. If the Township deems it necessary due to the large quantity of extraneous material in the fill (e.g. rock, shale, etc.) the developer shall be required to provide a layer of 150mm compacted clean fill between the sub-grade and topsoil layer provided that such requirement does not alter the finished grade as specified by the approved Plans and Drawings.

11.4 Topsoil

The stockpiled topsoil shall be spread over the sub-grade to a minimum depth of 200mm. It shall be free of stones and roots over 25mm in diameter and other extraneous matter. All topsoil is to be subjected to a physical and chemical analysis by a qualified laboratory to determine its suitability for the intended purpose. Topsoil quality is to conform to the following guidelines:

Soluble Salts (dS/m)

pH Sand (%)

Silt (%)

Clay (%)

Texture class*

Organic Matter(%)

% Coarse fragments >2mm in diameter

Sodium Adsorption Ratio (SAR)

<4 5.0 to 8.2

<70 .<70

<30 SCL, SL, CL, SiCL

>1 2.1 to 5.0 3 to 7 (SiL, SiCL, CL) 3 to 10 (SCL, SL, L)

*L=loam; SiL = Silt Loam; SCL = sandy clay loam; CL = clay loam; SiCL = silty clay loam; LS = loamy sand; SC = sandy clay;SiC = silty clay; S = sand; Si = silt; C = clay Where the developer is required to supply additional topsoil to meet minimum requirements, it shall be fertile, friable natural light organic loam and also conform to the above quality guidelines and shall be approved by the Township before placement.

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The developer must supply all necessary fertilizers to eliminate any chemical deficiencies as indicated by a soil analysis conducted by the developer. Such an analysis shall be completed by a recognized laboratory specializing in soil analysis and all associated cost shall be at the expense of the developer.

11.5 Hydro Mulching & Seeding

General

This section covers the requirements for preparing the surfaces of areas to be seeded and mulched, for applying hydro mulch, grass seed and fertilizer in a slurry and to provide a cover of hydro mulch material. Any hydro mulching shall be confined to those portions of a site which in the opinion of the Township, do not require sodding. The developer shall supply grass seed for nurse crop, water, fertilizer, hydro mulch and grass seed and these materials shall be stored by the developer in such a manner as to be protected from damage by freezing, heat, moisture, rodents or other causes, and care shall be taken that no labels or other identification are removed or defaced.

Grass Seed

The grass seed mixture shall be a certified seed meeting the requirements of the Seeds Act for Canada, Number 1 seed. The mixture shall be mixed and supplied by a recognized seed house with tested rates for purity and germination of not less than the government standard rates. The seed shall be packed in bags clearly showing the name of the supplier and indicating the certified quantities of the different types in the mixture.

Nurse Crop Seed

Nurse crop seed shall meet the requirements of the Seeds Act for Canada No. 1 seed, and shall be Italian Ryegrass or approved equivalent.

Water

Water used for hydro mulching shall be free of any impurities which would inhibit germination or otherwise adversely affect growth.

Fertilizer

Fertilizer shall be a standard commercial, water soluble fertilizer (5-20-20) meeting the requirements of the Canada Fertilizer Act and shall be supplied in bags. Fertilizer shall be stored in a dry place and shall be kept free flowing and free from lumps. Hydro Mulch Materials

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For the purpose of this specification, the hydro mulch supplied by the developer shall be of a type consisting of natural plant fibres processed in lengths of 20mm to 250mm and 125mm and supplied in 22.5 kg air dry packages. The hydro mulch shall disperse rapidly in water to form a homogeneous slurry and remain in such state when agitated or mixed with other approved additives. When applied, the hydro mulch will form an absorptive mat, which will allow moisture, natural or artificial to percolate into the underlying soil. Mulch material to be supplied by the developer and must be of a type approved by the Township. Examples of mulch materials that will be considered are Verdyol, Conwed and Jacklin.

Preparation of Surface

Grading and topsoiling shall be completed prior to seeding. The area to be seeded and hydro mulched shall be scarified so as to loosen the soil to a depth of one inch. Stones and surface litter exposed by this operation shall be removed. Scarification shall be carried out by discing, harrowing or by other means acceptable to the Township. Should the Township require the removal of any other debris or any vegetation which would be detrimental to the desired growth, such removal will be the responsibility of the developer. It is important that no area shall be seeded or hydro mulched until the surface preparation has been approved by the Township.

Time of Seeding

Seeding of grass shall be carried out during periods which are most favourable for the establishment of a healthy stand of grass. The seeding periods specified herein are listed in order of preference. (a) August 22nd to September 30th. (b) Early spring up to June 15th. Application of Seed The distribution of hydro mulch, nurse crop seed, grass seed and fertilizers shall be uniform over the area designated by the Township. Hydro mulch, grass seed and fertilizers shall be thoroughly mixed with water in a slurry distributed by means of an approved hydro seeder. The developer shall measure the quantities of each of the materials to be charged into the seeder, either by weight or by a system of weight-calibrate volume measurements approved by the Township, and shall provide all equipment required for this purpose. After charging, no water or other material shall be added to the mixture in the seeder.

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Hydro mulch shall be applied, placed in the hydro seeder and incorporated as an integral part of the slurry after the seed and soil supplements have been thoroughly agitated and mixed in the hydro seeder tank. Due to the variation in soil types and particle size, topography, contours and various land forms, the slurry shall be applied in such a manner as to prevent puddling or movement on the soil surface. The rate of application per acre shall be as indicated under application rates for this special provision unless otherwise directed by the Township. Safe and ready access shall be provided to the Township or his designate such that he may ensure the materials are properly mixed prior to application, access shall also be provided so that the slurry can be inspected or monitored during application. APPLICATION RATES Grass Seed Mixtures 80 lbs./acre Nurse Crop Seed 10 lbs./acre Fertilizer 500 lbs./acre Water 2,000 gallons/acre Hydro Mulch 1,400 lbs./acre

Where the work adjoins existing vegetation, including newly laid sod, the developer shall overlap the seed and hydro mulch material so as to bond the new growth intimately to the existing growth. Overlap shall be one foot in width unless otherwise directed or authorized by the Township.

11.6 Developer’s Responsibility for Damages The developer shall take all reasonable care to prevent the contamination by this operation of structures, signs, guide rails, fences, utilities and all such installations and, where such contamination occurs, he shall remove it to the satisfaction of and by means approved by the Township. The developer shall take whatever precautions may be necessary and shall ensure that fertilizer in solution shall not come in contact with the foliage of any trees, shrubs or other susceptible vegetation. Should the developer fail to meet this requirement, he shall immediately spray the affected vegetation with water required by the Township to remove such contamination. Mechanical damage to trees and shrubs shall, at the developer’s expense, be repaired by trimming and painting or replacement, as required. Such action as is herein required shall not relieve the developer of further responsibility should it not effectively remedy the damage or of his liability as set out elsewhere within this specification.

11.7 Weather and Seasonal Conditions

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Work under this special provision shall proceed only in calm weather and on ground free of frost, snow, ice or standing water, and when in the opinion of the Manager, weather and seasonal conditions are suitable. Hydro mulching shall not be carried out during periods of rain fall.

11.8 Miscellaneous

The Township shall designate the boundaries of areas for seeding and hydro mulching before the work is carried out and these areas shall include the overlap required.

11.9 Guarantee All seeded areas shall be guaranteed in conjunction with the maintenance period for the development. All areas which show deterioration, bare spots or are thin due to faulty materials and/or workmanship, shall be re-seeded at the developer’s expense.

11.10 Sodding Sod Quality

Sod shall be cut by approved methods in accordance with recommendations of the

Nursery Sod Growers Association of Ontario. In addition, it shall be cut in pieces, approximately one (1) square metre in area with the soil portion having a minimum depth of 20 mm.

Sod shall be installed as promptly as possible after arrival. Nursery sod to be supplied by the Developer shall meet the requirements current at the

date of the Agreement, of the Ontario Sod Growers Association for No. 1 Bluegrass Fescue Sod. All sod shall be taken from a good loamy soil 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.

Preparation of the Surface and Placing Sod

All areas to be sodded shall be fine graded to a uniform surface and the surface materials shall be loosened to a depth of 25 mm, whether or not topsoil is to be applied. These areas shall be so maintained until the topsoil or sod is placed. Where required by these specifications, or as directed by the Township, topsoil shall be placed on the prepared surfaces, and in order to ensure proper integration with the existing surface, the latter shall be loose to a depth of 25mm at the time of placing the topsoil. After surface preparation as specified above, fertilizer of shall be uniformly applied to all surfaces which are to be sodded, and shall be incorporated into such surfaces by raking, discing or harrowing. Fertilizer shall be applied not more than 48 hours before sod is placed.

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All surfaces on which sod is placed shall be loose, at the time of placing the sod, to a depth of 25mm. Wooden Pegs

Wooden pegs, to be used for pegging sod on steep slopes, shall be hardwood pegs, 22cm long minimum and approximately 2.5cm square or approved equal. At any rate, pegs shall be of sufficient length to ensure satisfactory anchorage of the sod.

Wire Mesh

Wire mesh to be installed under sodded areas where required to properly anchor sod, shall be #9 galvanized wire-woven farm fencing or equal material approved by the Manager of Operational Services. Cedar posts for wire mesh installation shall have a minimum diameter of 7.5 cm and a minimum length of one metre.

Placing Sod

Sod shall be laid lengthwise across the face of the slope with ends close together. Sod shall be countersunk to the existing grade level at the edges of the shoulders and ditches to allow the free flow of water across the joint between the existing grade and the new sodding. Joints and broken sod shall be pounded to a uniform surface. On slopes 3:1 and steeper, sodding shall be pegged as follows: On slopes steeper than 1 3/4:1 every row of sod shall be pegged; on slopes from 1 3/4:1 to 3:1 the bottom three rows and each third row above shall be pegged. In a pegged row of sod, the pegs shall be uniformly spaced across the face of the slope at uniform intervals of not greater than 0.75 metres such that when the sods therein are: - 0.75 metres or less in length, there shall be a peg in each sod. - greater than 0.75 metres but not greater than 1.5 metres, there shall be two pegs

in each sod. - greater than 1.5 metres but not greater than 2.25 metres, there shall be three pegs

in each sod. The pegs shall be driven flush with the sod. Wire mesh shall be placed and secured with posts sunk firmly into the ground to a minimum depth of 1 metre at intervals of five (5) metres maximum along the pitch of slope.

No posts shall be required at the toe of the slope unless specified otherwise. Posts shall be placed horizontally across the slope at intervals equal to the width of the wire mesh minus 150 mm. The entire work shall be done in a thoroughly workmanlike manner so that the appearance on completion shall be as nearly as possible that of a good natural growth in place. The developer shall be responsible for the care of all completed sodding for the duration of the maintenance period and when so directed by the Township, provide watering as deemed necessary. During this period, any break which may occur through slipping of sod shall be repaired and any sod which is dead shall be removed and replaced by the developer with fresh, live sod without extra charge.

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No sod shall be laid when in a frozen condition nor upon frozen ground nor under any other condition not favourable to transplanting or growth of the sod.

Applying Water

The developer shall water the sodded area as required or as instructed by the Township. Water tank carriers shall be equipped with a pressure pump and not less than 30 metres of 37.5mm diameter hose and suitable adjustable nozzle or nozzles. The area should be watered with sufficient amounts of moisture to saturate the sod and the upper 125mm of topsoil. Sod Tamping

After sod and soil has dried sufficiently to prevent damage, the area shall be rolled with a roller providing 1500 lbs. pressure per square foot to ensure a good bond between sod and soil and to remove minor depressions and irregularities. Guarantee

All sodded areas shall be guaranteed in conjunction with the maintenance period for the development. All erosion or deterioration as a result of faulty materials and/or workmanship shall be re-sodded at the developer’s expense.

Sod is to be monitored for growth and health during the maintenance period. Any sod determined to be deficient, diseased, infested, sparse or dead is to be completely replaced at the developer’s expense.

11.11 Specifications for the Supply, Delivery and Planting of Woody Plant Material in Open Space Sites

General

These specifications cover the furnishing of all labour, materials equipment and services required to provide and plant all shrubs and trees to the extent indicated on the approved drawings. Scope of the Work

The major work required to be completed is as follows: - Supplying and placing of topsoil and all other materials required for the shrub

and/or tree planting. - Supplying and planting of plant materials. - Pruning, staking and mulching of trees and shrubs. - Protection of trees, shrubs and surrounding areas. - Cleaning and reinstatement of work area. - Maintaining plants for a specified period.

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In addition, it is required that incidental and minor items indicated, specified or implied by the nature of this type of work, be completed within the scope of this special provision. Layout and Staking

Location of trees and shrubs will be as per approved drawings. It is the developer’s responsibility to check all underground utilities prior to digging. Materials General

The materials shall be typical of their respective kinds within the standards specified of uniform quality and subject to inspection, quality interpretation and acceptance of the Township.

Size of Trees Measurement of trunk calliper follows “The American Association Standard” which is for trees 50mm in calliper, measured at 150mm above ground. The height of each species shall be defined as the distance from the ground, of the tree in its natural state, to the point where the main parts of the tree end without straightening out any of its branches or leaders, and not including the terminal leader. The height of any tree shall be between and shall include the smallest and greatest dimension specified. Trees that have been cut back from larger grades to meet these specifications shall not be accepted. Name of Tree All trees supplied under this item shall be true to name and comply with the standard names as referred to in the International Code of Botanical Nomenclature. Form and Shape of Plant Material Plant material shall be strong, healthy, clean, well grown, free from insects, disease or injury. They shall be heavily branched and be typical of the species and must possess a healthy, normal fibrous root system of sufficient size to ensure plant growth of the respective species. Deciduous trees shall be well branched to the round unless otherwise specified. All plants must be suitably packed for shipment to ensure that injury and drying out does not occur. All bare root plants must be properly packed in moist straw or other suitable material and wrapped with burlap or heavy paper. A certificate shall accompany all deliveries bearing the name of the supplying nursery and signed by an authorized representative of the nursery.

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Tree Balls

All tree balls shall be wrapped and burlapped using burlap and shall be drum laced at 200mm spacing with 7mm rope. All tree balls shall conform to the following size and shall be a minimum of 550mm in depth:

Height of Tree Calliper of Tree Diameter of Rope Ball

220-280cm 81cm

280-330cm 4-5cm 100cm

330-380cm 5-6.5cm 120cm

380-430cm 6.5-7.5cm 128cm

430-480cm 7.5-9cm 135cm

480-530cm 9-10cm 145cm

Spraying with Anti-Desiccant All evergreen trees shall be thoroughly sprayed with an anti-desiccant prior to the digging of the trees. The spraying shall be carried out with materials approved by the Township. Anti-desiccant emulsion shall be a product specifically manufactured to provide a flexible film to reduce transpiration yet not impede passage of carbon dioxide and oxygen. Peatmoss Peatmoss shall be partially decomposed fibrous or cellular stems and leaves of any of several species or sphagnum moss free of woody substances and deleterious mineral matter furnished in an air dry condition. It shall have an acid reaction within the range of 3.5 ph to 5.5 ph. Fertilizer Tree and shrub planting fertilizer, if desired, shall be selected by the. Fertilizer shall be delivered to the site in standard, weatherproof containers labelled to indicate weight, analysis and name of manufacturer. It shall be stored in such a manner that it will be dept dry and its effectiveness not impaired. Wire

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Wire used for bracing the trees shall be No. 9 galvanized steel wire, new and free from bends or kinks. Hose Hose used for shielding wire bracing around the tree trunk or branches shall be new 12.5mm diameter garden hose of either rubber or acceptable alternative. Tree Wound Dressing Tree wound dressing material for treating wounds or cuts shall be an approved tree wound dressing compound containing no ingredient harmful to plant cells. It shall be in aerosol can form and contain a chemical to inhibit suckering. Plastic Tree Guards All 2.2 to 2.8m trees shall be protected by spiral plastic-type tree guards used in nursery operations; or shall be protected by an approved kraft, waterproof paper, type 30-30 in 100mm strips or approved burlap in 150mm strips. Anchor Stakes For supporting trees 2.2 to 2.8m in height, anchor stakes shall be 2.4m steel T-bards driven 600mm into the ground. Stakes for anchoring trees’ guy wires shall be T-bar stakes 750mm in length to securely hold guy wires. To be used only on trees with a calliper of 100mm or more. Digging and Transporting Balled and Burlapped Stock Dig trees at original location with root ball dimensions as specified in the Root Ball and Soil Table below and to a depth to include 75% of roots. Cut roots cleanly at outer edge or root ball. Paint root cuts one inch in diameter or greater with acceptable tree wound dressing. Protect root balls, root containers, trunks and branches of all trees and shrubs from sun and wind while in transit until planted. Elapsed time between digging and planting shall be as minimal as possible consistent with proper procedures and circumstances to avoid deterioration.

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ROOT BALL AND SOIL TABLE

Diameter of Root Ball

Minimum Size

Planting Pit

Peat Moss

Fertilizer

TREE, CONIFEROUS 90-120cm

45cm

15cm around root ball

1 cu. Ft.

1 lb.

SHRUBS 60-90cm

bare root

45cm

1/3 cu. Ft.

1/3 lb.

TREES, DECIDUOUS 240cm-280cm

bare root

60cm

1 cu. Ft.

1/3 lb.

Mulching Material Mulching material shall be wood chips as produced from chippers in arboricultural or paper mill operations. Chips from arboricultural operations shall be from deciduous trees pruned in dormant season and with thin twig material removed. Workmanship The work shall be carried out by specialist firms engaged in the type of work specified and using workmen skilled in the various aspects of tree and shrub growing and transplanting. Supply and Planting

Planting shall be performed in seasons as follows: Deciduous trees and shrubs: Bare root - April 1st - May 31st inclusive - October 1st - November 15th inclusive Balled and burlapped - April 1st - May 31st inclusive - September 15th - November 15th inclusive

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Coniferous trees Balled & burlapped - March 1st - May 31st inclusive

- September 1st - October 15th inclusive

Planting Place trees in vertical position upon the specified layer of topsoil to provide the best appearance or relationship to adjacent objects and surroundings as directed by the approved drawings. Backfill the tree pit with topsoil in layers of 150mm depth which are tamped firmly as applied. Soil amendments of fertilizers and peat moss are incorporated into the topsoil and backfilling proceeds to the quantities specified in the attached Root Ball/Soil Amendment Table. Apply final backfill layer to form saucer-like surface over entire planting pit area to retain water over root area. If pit is on a slope, build up lower edge to catch and hold water. Mulching After planting and initial watering is completed, apply wood chip mulch to a depth of 50mm to the surface area of each individual tree pit and the complete surface area of each shrub plantation. Pruning Upon completion of planting; prune to remove dead or broken branches and to compensate for root loss resulting from transplanting. Do not change the natural shape of habit of the plant. Treat cuts or wounds measuring 250mm or more in diameter with approved wound dressing. Staking Stake all trees immediately following planting in accordance with detail outlined on approved plans. Restoration and Cleanup At the completion of planting operations, restore all disturbed or damaged areas arising from execution of this work to the satisfaction of the Township. Maintenance The developer shall provide maintenance immediately after each portion of planting is completed and continue until acceptance of the aboveground works. Maintenance requirements shall include all procedures consistent with proper horticultural practices to ensure normal, vigorous and healthy growth of all material planted under this contract. These include adequate watering, pruning, cultivation and weeding as required, disease and insect pest control, fertilizing, inspection and attention to guy cables and wrappings.

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The developer shall restore the site to original condition from damage resulting from maintenance operations. Shrub Beds Where a bed is to be planted with shrubs and/or evergreens, the bed shall be properly with a rotovating device to a depth of at least 200mm and all stones, roots or other debris removed. The beds shall be raked level and all edges clearly defined. Where specified, the soil shall be completely removed to a depth of 320mm and replaced with a rich, friable loam. Warranty The Developer shall submit a written warranty on all plant materials supplied and planted according to the specifications. Except for trees which have been broken or damaged due to circumstances beyond the developer’s control, plant material supplied, which is in an unsatisfactory condition at the end of one complete season’s active growth and/or the end of the maintenance period for the development on the site shall be replaced with healthy stock equal in size and species to the defective trees which are being replaced.

12.0 WALKWAYS AND FENCE – SPECIFICATIONS FOR PATHS

12.1 General

All paths through parks, trails or green belts shall be a minimum of 2.0m wide. Design and construction drawings to be submitted to the Township and Township Engineer for approval.

12.2 Lighting of Paths and Walkways Where required and as designated, the Township will require the illumination of pedestrian walkways and accesses. Pathway lighting shall be designated to provide a minimum maintained illumination of one half foot candle (100 w - 330 cm pole - 50 metres between). All lamps shall be high pressure sodium type. They shall be designed specifically for outdoor use and be fitted with thermal shock and impact resistant lenses, and shall be shielded in such a manner deflect of illumination downward. They shall be located at a minimum elevation of 3.3m above grade on metal poles manufactured in accordance with CSA-A141-1965. The standards shall be spaced at intervals not more than 50 metres. Lights shall be operated by means of a photoelectric self-regulating device or connected into the street lighting system. All wiring shall be underground and must conform to Ontario Hydro regulations.

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12.3 Water Supply in Parks

All parklands shall be supplied with a water supply service approved at the time of installation. Piping up to 6m in length shall have a diameter of 50mm. A well of suitable capacity shall be provided in the absence of a communal water supply. The distribution design within the parkland shall be in accordance with the ultimate park requirements shall be of sufficient size and include risers, water closets or any appurtenances so required by the Township In the event of where the Municipal water distribution line is in existence and parkland is to be dedicated to the Municipality, a water service line shall be installed by the developer at his expense and any such water supply line and all appurtenances, location and size shall be approved by the Township. All materials, installation, taping of mains and valve chambers, meter chambers, etc. will be in accordance with Township Engineering Standards. All supply lines from the watermain to the property line shall be terminated at the street line with the appropriate shut off valve prior to entry onto the park property.

12.4 Fencing

The developer shall supply and install #9 gauge chain link fence 1.2m in height around the perimeter of all open space areas and the sides of any entrances or connecting trails, unless stipulated otherwise in writing by the Township. The fabric shall be installed on the inside of the framework facing into the park site.

LOT GRADING PLANS AND

SITE PLAN DEVELOPMENT

13.0 LOT GRADING PLANS AND SITE PLAN DEVELOPMENT

13.1 Introduction

This section reviews the general requirements for the preparation of Lot Grading Plans and Site Plans for various developments. Depending on the scope of the redevelopment, the Township reserves the right to increase or decrease the detail of the information required. The review process is different for the various types of lot development and the level of design detail will vary as well. A description of the types of lot development is as follows: a) Individual Lot Grading Plan (for lot within plan of subdivision)

This is a detailed lot grading plan typically for an individual residential lot within a plan of subdivision. The lot is typically on municipal services rather than individual tile bed and well. This category does not include lots for which there is a site plan control agreement. This category does not usually include commercial, industrial or institutional lots but it could if they were part of a plan of subdivision and there was no individual site plan control agreement registered on the lot. The submission of the “Lot Grading Plan” is required as part of the building permit application. This is the most common “Lot Grading Plan” received by the Township. The requirements for its preparation are provided in Section …… When preparing this type of Individual Lot Grading Plan, the designer must conform with the “General Grading Plan” prepared for the subdivision as a whole.

b) Individual Lot Grading Plan (for severed lot, infill lot, lot on which a site plan control

agreement is or is to be registered)

These are individual lots which were not created through plan of subdivision or if they were created by plan of subdivision, they have had a site plan control agreement applied to them. If this is an infill lot or severance, the designer must have enough information on the adjacent area to show how this lot blends into the adjacent area without interference with drainage and how it is connected to the various services such as water, sanitary sewer, stormwater, hydro, Bell, cable. If this is a lot within a plan of subdivision to which a site plan control agreement is registered then the designer must comply with the “general grading plan” prepared for this subdivision as a whole and be familiar with any conditions or requirements identified in the “Site Plan Control Agreement”.

c) Lot Grading – Site Servicing Plan, commercial, Industrial Lots

Commercial and industrial lots have higher impacts and have more submission requirements. These may be lots within an industrial or commercial plan of subdivision and may or may not have a Site Plan Control Agreement on title. If it is a part of a plan of subdivision, the design engineer must comply with the overall grading and servicing drawings prepared for the subdivision and, if

applicable, must be familiar with the conditions or requirements of the Site Plan Control Agreement. If the property is not part of a plan of subdivision, the design engineer must have sufficient information on the adjacent area to show how the site fits into the area without interfering with adjacent property and how it is adequately serviced with existing municipal services. The Lot Grading/Site Servicing Plan is to be prepared and sealed by an engineer.

d) Overall General Grading/Servicing Plan

This is a plan of several residential lots which were created “by consent” rather than by plan of subdivision. It provides for the overall grading and servicing of the lots and shows how the area conforms to the surrounding area. The lots within this plan will eventually require on individual Lot Grading Plan as described in Section 3.3 when a building permit is applied for. The General Grading/Servicing Plan is to be prepared by a qualified engineer.

13.2 Lot Grading Plans (Residential Lots Within A Plan of Subdivision)

Individual Lot Grading Plans for each lot are to be prepared at a scale of 1:200 or 1:250 on a 280mm x 430mm (11” x 17”) sheet. An example of a typical Lot Grading Plan is provided in Appendix “A”. A PDF of this standard sheet is to be requested from the Township Engineer. The design engineer must comply with the General Grading Plan prepared for the overall subdivision and the location and depth of the services to the lot. For grading requirements. Information to be provided: GENERAL - Property lines of lot with dimension; - All easements and reserves with width identified; - Outline of building and garage; - All predefined lot elevations from General Grading Plan of the subdivision; - Sidewalk, street lights, transformers, pedestals, trees, hydrants or valves within the

boulevard along the frontage of the lot or immediate vicinity; - Limits of driveway with width defined (for driveway width see Section 2.1.12); - Curb line with dropped curb location for driveway defined; - Name of street; - North arrow; - Fence and noise barriers with height and type; - Key plan; - Scale; - Legend. BUILDING INFORMATION

- Builder’s model number and type such as split levels, walkouts, bungalow and

colour of colour of brick; - Municipal address; - First floor elevation (FF); - Underside of footing (USF); - Top of foundation wall (TFW). Note that back splits and walkouts may have more

than 1 USF or TFW; - Sump pump discharge point; - Side yard and front yard offset dimensions; - Outline of garage limits; - Front walkway; - Location of all man-doors and number of risers; - General exterior dimensions of proposed building; - Outline of patio or deck, if known; - Outline of adjacent buildings if existing or known; - Offsets provided for front, side and rear yards and the offset permitted by zoning. SERVICES - Position and depth of water service at front property line; - Position and depth of sanitary sewer service at front property line; - Position and depth of storm sewer service at front property line; - Position of gas, Bell, hydro and cable at front property line; - Dimension separation between water service and sanitary sewer service at

property line (minimum 2.5m required); - Dimension separation between curb stop and edge of driveway (minimum 1

metre). - If applicable, show well position with length of casing and position of tile bed and

septic tank and connection to house. GRADING - Identify all predefined grades from General Grading Plan for the subdivision; - Proposed grades at all building corners; - Proposed grade at garage entrances and % slope of driveway; - Proposed grades at all lot corners (usually predefined in subdivision General

Grading Plan); - Side yard grades at all changes in grade and corresponding grade adjacent to

building; - % slope on sideyard, % slope away from front and rear of house; - Ground elevation at building entrances; - Cross-section detail of any swales or ditches on easements; - Where drainage is diverted around building envelope, show break point position

and elevation and % grade to side yard or rear yard; - Centreline elevation on adjacent street at driveway and lot line extensions; - Top and toe of any terracing with 3:1 maximum slope and elevation at top and toe

of bank; - If the footings are to be placed on engineered fill, it should be noted as such

adjacent to the USF elevation;

- If lot is on rural road cross-section, provide culvert lengths, culvert type and wall thickness, culvert inverts, centreline of ditch elevation at lot corners, radius of pavement edge at entrance, culvert headwalls if applicable, edge of pavement of street and edge of shoulders and top of bank. Note that end of culvert is to be a minimum of 1.5 metres from extension of side yard property line;

- Benchmark; - If applicable, show proposed elevations at corners and top of tile bed and show %

grades for drainage away from or around the tile bed; - If applicable, show existing limits of treed area and proposed limit of clearing; - On large or estate residential lots, it will be necessary to show existing contour

elevations at 0.5 metre intervals and proposed and existing ground elevations at property corners and sideyards.

TITLE BLOCKS AND IDENTIFICATION - Name of subdivision and phase; - Lot numbers; - Zoning; - Registered Plan number; - Municipal address number; - Home model type; - Lot area (square metres); - House area (square metres); - Maximum coverage permitted; - Coverage provided; - Date of plan preparation; - Revision table with revision date and number; - Certification block for Developer’s engineer; - Name, address, telephone number of Lot Grading Plan designer; - House builder’s name, telephone number.

13.3 Individual Lot Grading Plans for Severed Lots, Infill Lots or Site Plan Control

Lot Grading Plans for severed lots, infill lots or lots within a subdivision for which there is a Site Plan Control Agreement are to be prepared at 1:250 or 1:500 scale. Depending on lot size, they may be prepared in 280 x 930mm (11 x 17) sheets or an A-1 size sheet. However, there may be additional information required to satisfy the conditions of the Site Plan Control Agreement. The designer must make themselves familiar with the Site Plan Control Agreement. For larger lots such as estate residential lots, the existing ground contours at 0.5 metre intervals is to be provided for comparison to the proposed grades. Sediment and erosion control must also be considered on the large lots in a rural setting. Information to be provided: GENERAL - Property lines of lot with dimension; - All easements and reserves with width identified; - Outline of building and garage; - All predefined lot elevations from General Grading Plan of the subdivision;

- Sidewalk, street lights, transformers, pedestals, trees, hydrants or valves within the boulevard along the frontage of the lot or immediate vicinity;

- Limits of driveway with width defined - Curb line with dropped curb location for driveway defined; - Name of street; - North arrow; - Fence and noise barriers with height and type; - Key plan; - Scale; - Legend. BUILDING INFORMATION - Municipal address; - First floor elevation (FF); - Underside of footing (USF); - Top of foundation wall (TFW). Note that back splits and walkouts may have more

than 1 USF or TFW; - Sump pump discharge point; - Side yard and front yard offset dimensions; - Front walkway; - Location of all man-doors and number of risers; - General exterior dimensions of proposed building; - Outline of patio or deck, if known; - Outline of adjacent buildings if existing or known; - Offsets provided for front, side and rear yards and the offset permitted by zoning; - Identify any buildings or existing structures to be demolished. SERVICES - Position and depth of water service at front property line; - Position and depth of sanitary sewer service at front property line; - Position and depth of storm sewer service at front property line; - Position of gas, Bell, hydro and cable at front property line; - Dimension separation between water service and sanitary sewer service at

property line (minimum 2.5m required); - Dimension separation between curb stop and edge of driveway (minimum 1

metre). - If applicable, show well position with depth of casing and position of tile bed and

septic tank and connection to house. GRADING - Identify all predefined grades from General Grading Plan for the subdivision; - Proposed grades at all building corners; - Proposed grade at garage entrances and % slope of driveway; - Proposed grades at all lot corners (usually predefined in subdivision General

Grading Plan); - Side yard grades at all changes in grade and corresponding grade adjacent to

building; - % slope on sideyard, % slope away from front and rear of house;

- Ground elevation at building entrances; - Cross-section detail of any swales or ditches on easements; - Where drainage is diverted around building envelope, show break point position

and elevation and % grade to side yard or rear yard; - Centreline elevation on adjacent street at driveway and lot line extensions; - Top and toe of any terracing with 3:1 maximum slope and elevation at top and toe

of bank; - If lot is on rural road cross-section, provide culvert lengths, culvert type and wall

thickness, culvert inverts, centreline of ditch elevation at lot corners, radius of pavement edge at entrance, culvert headwalls if applicable, edge of pavement of street and edge of shoulders and top of bank. Note that end of culvert is to be a minimum of 1.5 metres from extension of side yard property line;

- Benchmark; - If applicable, show proposed elevations at corners and top of tile bed and show %

grades for drainage away from or around the tile bed; - If applicable, show existing limits of treed area and proposed limit of clearing; - On large or estate residential lots, it will be necessary to show existing contour

elevations at 0.5 metre intervals and proposed and existing ground elevations at property corners and sideyards.

TITLE BLOCKS AND IDENTIFICATION - Name of subdivision and phase; - Lot numbers; - Zoning; - Registered Plan number; - Municipal address number; - Lot area (square metres); - House area (square metres); - Maximum coverage permitted; - Coverage provided; - Date of plan preparation; - Revision table with revision date and number; - Certification block for Developer’s engineer; - Name, address, telephone number of Lot Grading Plan designer; - House builder’s name, telephone number.

13.4 Lot Grading – Site Servicing (Commercial/Industrial/Institutional Lots and Township House Blocks)

13.4.1 General

To address the larger impacts of commercial and industrial sites, the engineering drawings generally consist of several plans such as: Title Page General Grading Plan Site Servicing Plan SWM Plan and Detail Sheet Landscaping Plan Area Lighting (Photometric) Plan Architectural Building Elevation Plans and Floor Layout In some instances, for relatively simple developments on municipal services, it will be feasible to combine the Site Servicing Plan and General Grading Plan. Where the site is part of a subdivision, the design engineer shall make himself familiar with the overall subdivision design and conform to the identified boundary conditions for grading, drainage requirements and servicing as identified in the subdivision design. Where the lot is not part of a subdivision, it is important that sufficient information be gathered on the adjacent areas so that the boundary conditions are identified and it can be clearly shown that the development does not interfere with adjacent properties.

13.4.2 Reports

As a minimum, the design engineer shall submit a Functional Servicing Study which describes the development and how it is to be serviced. The report shall include the estimated water demand, fire flow requirements and peak sanitary sewer flows. The report shall provide details of the drainage design and Stormwater Management Control. Traffic, access and parking requirements are to be identified. If road improvements are required on adjacent streets, then plan and profile drawings are to be included in the engineering drawing set. Depending on the scale or complexity of the site, separate reports may be required for the SWM controls, traffic impact study, noise and vibration study, geotechnical study, hydrogeological study, tile bed design study, Environmental Impact Study, and Tree Preservation Plan.

13.4.3 Drawings

The drawings shall include the following:

Title Page Project name; Key plan; Developer’s name, mailing address and telephone number; Design Engineer name, address, telephone number and facsimile number, E-mail

address. Title Block for All Drawings Name of Developer; Name, address, telephone number of design engineer; Seal and signature block for design engineer; Legal description of property; Name of development and municipal address; Scale, date, north arrow; Revision Block; Legend.

General Grading Plan Property limits, length and bearing of lot lines; Lot number and municipal address, lot area in square metres; All easements, reserves or blocks; Adjacent centreline, edge of pavement, edge of shoulder, ditch centreline, top of

bank; Existing watermain, sanitary sewer, storm sewers, if applicable, with diameter of pipe

and inverts for storm and sanitary sewer; Identify any manholes, valves, hydrants, transformer, pedestals, utility poles adjacent

to the property; Identify utilities such as gas, Hydro, cable, Bell; Identify building envelope, entrances, loading bays; Parking layout including handicap parking spaces; Curb and sidewalk; Show offsets from property line to building; Show existing contours at 0.25 metre or 0.5 metre intervals; Show existing elevations at lot corners; Identify proposed grades at all lot corners and changes in grade; Identify grades at all building corners and entrances, first floor elevation, underside of

footings, top of foundation; Identify grades at all changes in curb line or sidewalk grade; Top of grate and invert elevations of all catchbasins and manholes; Storm sewer diameter, type and class of pipe and % grade; Identify % grade of runoff; Identify Regional Flood Line if applicable; Identify route of major overland flow route; Show catchment area for catchbasins; Identify external catchment areas entering the site; Show runoff discharge points to suitable outlet; Show rip rap or erosion control if applicable;

Identify tile bed area, if applicable, and how drainage diverts around bed; Identify all fencing; Show all terracing with elevations for top and bottom of slope; Show retaining walls, elevations and type of wall; Show SWM pond if applicable; Identify all culverts with length, inverts and type of pipe; Identify all swales and % grade.

Site Servicing Plan Show property, building, access and property information as per General Grading

Plan; Show well and tile bed position if applicable; Show water service connection to municipal services with curb stop or valve at

property line, diameter of service, meter valve chamber detail, fire protection line; Identify hydrants, stand pipes, fire protection water reservoirs; Show sanitary service connection with diameter, grade and type of pipe. Sanitary

service manhole at property line with inverts. Service connection to building including grade and type of pipe and invert at building wall;

Show storm service including pipe diameter, type and grade; Catchbasins and manholes with invert and top of grate; SWM pond, if applicable, with cross-section through pond, outlet details and overflow

protection. Include calculations on volume storage; Identify pond levels for various storm events; Include storm sewer design sheet; Show area lighting including wattage and any lighting on the building or entrance

signs; Identify hydro service and transformer locations; Identify gas, Bell and cable connections; Show parking layout, with dimension of standard and handicapped parking areas

and separation between aisles; Show emergency vehicle access route; Provide zoning matrix table which identifies the applicable zoning and the following:

Lot area versus building area and coverage; Setback requirements and distance provided; Parking spaces required versus parking spaces provided; Landscape buffer zone required.

Show total number of parking spaces provided versus by-law requirements; Identify all pavement markings and traffic signs including “Barrier Free Parking

Space” signs, and “Fire Route”, “No Parking” signs; Identify all fences; Identify enclosed refuse storage area with detail of screening fence; Identify entrance lanes, pavement edge radius at entrances; Show snow storage area; Identify landscaping areas; Identify pavement structures; Identify maintenance access to SWM pond; Barrier free access; Curb drops; Identify business/advertising signage; Municipal address signage.

SWM Pond and Detail Drawing Identify layout of SWM pond and adjacent grading; Identify side slopes and pond bottom elevation; Identify fencing and maintenance access; Provide cross-section through the pond and identify outlet control structure,

emergency overflow, water levels for various storm events, free board. Identify erosion protection measures, inlet details, headwalls, etc. Identify pavement structure for maintenance access; Identify sediment storage area (fore bay) and storage volume calculations; Identify inlets and outlets and discharge point to a suitable outlet; Identify regional flood line if applicable; Identify existing contours at 0.25 metre or 0.5 metre intervals; Identify proposed grades and % slope; Identify property limits.

Landscaping Plan Identify building, property limits and site works as per Servicing Plan; Identify fencing, street lights, sidewalk, parking layout; Identify landscaping areas and vegetation to be installed; Identify proposed boulevard trees including caliper and species. Provide matrix

identifying number, size and type of plants; Identify existing trees by size, species and health to be removed or preserved or

transplanted. Identify grassed areas; Identify tree preservation fence if applicable; Identify existing vegetation directly adjacent to the site that may be affected by

construction activities. Identify tree preservation fence and any other measures proposed to ensure health of these trees.

Area Lighting Photometric Plan Identify building and site layout as per the Site Servicing Plan; Identify location of all exterior lighting; Identify pole heights, wattage, type of light (HPS, Metal Halide, etc.) and type of

distribution; Provide illumination contours or data points on ground surface. Confirm that

illumination does not exceed 1.0 LUX (0.1 foot candles) on adjacent properties; The calculations shall include existing adjacent illumination on boulevard; Area lighting to be “dark sky” compatible.

Design Standards Grading On extensive areas of pavement such as parking lots, area grades of 1% may be

considered;

Where the runoff is contained along a gutter line, a minimum of 0.5% grade may be provided.

Sidewalk Sidewalk width is to be a minimum of 1.5 metres.

Curb

The designer is to provide depressed curb where necessary to facilitate “barrier free access”.

Parking

The number of parking spaces provided must fulfil the current zoning by-law requirements for the site;

Standard parking spaces are 3 metres wide by 5.7 metres long; 6 metre wide aisles are to be provided between rows of parking. 4 metre wide aisles

are to be provided for one way lanes but angle parking should be considered in those instances;

“barrier free parking” spaces are to be 3.9 metres wide and 6 metres long. If two or more “barrier free parking” spaces are side by side, the width can be reduced to 3.6 metres;

“barrier free parking” spaces are to be identified by pavement marking and signs at the front of the parking space;

Landscaping the landscaping shall be designed by a landscape architect. On smaller sites or

redevelopment of existing sites, the Township may waive this requirement; the designer shall consider screening of headlights from parking areas to adjacent

property and boulevard; shading of walkways shall be considered.

13.5 Overall General Grading/Servicing Plan (Lots by Consent)

In general, a simple plan at 1:250 or 1:500 scale on a standard A-1 size sheet is sufficient to show the proposed grading and servicing of the proposed lots. The main objective is to show how the lots will be serviced, either by connection to existing municipal servicing or by well and tile bed, and to show how the grading of the site can be accomplished without interfering with adjacent areas. The proponent is encouraged to discuss the project with the Township early in the design process to identify the information required. Background information or studies that may be required are: - Geotechnical study to verity suitability of soils and groundwater level to

accommodate tile beds; - Hydrogeological study to verify suitability of aquifer to sustain wells for intended

use; - Stormwater management report; - Noise and vibration study if near railway, industry or major road;

- Traffic impact study if on a major roadway or if sight lines need to be verified; - Any other reports as may be required by the Township, Conservation Authority,

etc. The drawing shall provide the following:

Title Block o Name of developer; o Name, address, telephone number of design engineer; o Scale; o Date; o North arrow; o Revision block; o Seal and signature block for design engineer; o Legal description of property; o Name of development.

General o Property limits, length and bearing of lot lines, lot number and municipal

address, lot area in square metres; o Any easements, reserves or blocks; o Adjacent roadways, centreline, edge of pavement, edge of shoulder, ditch

centreline, top of bank; o Existing watermain, sanitary sewer, storm sewer if applicable with

diameter of pipe and inverts for storm and sanitary sewer; o Identify any manholes, valves, hydrants, street lights, utility poles,

transformer, or pedestals adjacent to the property; o Identify utilities such as gas, cable, Bell; o Identify typical building envelope and driveway, show entrance culverts, if

applicable; o Show existing trees or limits; o Identify all existing and proposed fence.

Grading

o Show existing contours at 0.25 or 0.5 metres intervals; o Identify proposed grades at all lot corners and changes in grade; o Identify proposed grade at front and rear of house; o Provide inverts of all culverts (exiting and proposed); o Identify centrelines and grade of all swales or ditches; o Identify overland flow route for major storm events; o Identify Region of Floodline if applicable; o Top of bank and toe of slope of terraced areas; o Retaining walls if applicable; o Cross-section detail of any ditches to be constructed on easements; o Direction of runoff flow and % grade; o Perimeter silt fence if applicable; o Rip rap or erosion control measures if applicable.


Engineering Design Standard Drawings


ENGINEERING DESIGN STANDARD DRAWINGS

May 2008

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25 1---- 250 -----1----

Note 1

2S0~ ;0 \I ~

U' 0 1 25 "3 "3

Surface course \ \ R=5mm 0 hot mix \"'R=5mm ~ ,.,.,

Bi-nd-e-r~----~;:f~_~'~\~~-rI_~I,r~75~,-q __ +-~~ ____ +--+r q a; g T ~ [b~Zr: 15 0 ~

L • /1 Lf) .8 Remove prior to placing ~ 100 + Ul

Stage II, fill void with surface course hot mix

15 bar

80 Size 10 stirrups, placed every 1.5m, staggered

525-------~

o N

Size 15 bars

A

I ~~ ~ ~

o 00 N

1-----0 0

I~ 0 to

1-150-1

STIRRUP DETAIL

_I I - Temporary hot

lIer around catch Stage mix fi basin Stage filler a in one

~ -II - Remove asphalt ~ -nd complete curb pour ~ NOTES:

Flexible and composite pavement sholl be placed 5mm above the odjacent edge of gutter.

2 Concrete to be 32 Mpa. class C-2 in accordance with CSA A23.1 -04.

3 For slipforming procedure. a 5% batter is acceptable. A Outlet treatment shall conform with OPSD-610 Series. B The length of transition from one curb type to anothe

sholl be 3.0m. except in conjunction with guide rail. it shall conform to OPSD-900 Series.

r

C All dimensions are in millimetres unless otherwise shown.

,"~ .~

V /

/ Size 10--<:" stirrups

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~ I

J

CONCRETE MOUNTABLE CURB AND STANDARD GUTTER

TWO STAGE CONSTRUCTION

:is ~

0 0 ~

0 0 Lf) ~

--

METRIC I-D_ES_I_G_N_: __ A_&_A_---t DA TE: FEB. 2008 DWG. No.

ALL DIMENSIONS IN mm UNLESS OTHER¥flSE NOTED

DRAWN: A & A 1-----------1 SCALE:

CHECKED: J.M.B. N.T.S. STD-R10

WATER SERVICECONNECTION DETAIL

PITLESS ADAPTER & PITLESS UNITFOR WELLS

· .

o 111

DOUBLE HINGE PLATES (TYP.)

o I")

60.3 0.0. STD. PIPE

655

o <X)

PLAN A-A

320 X 10 THK.

190

3%4"0 HOLE FOR PADLOCK (TOWNSHIP TO PROVIDE PADLOCK)

STAINLESS STEEL LOCK PIN

RADIUS AS REQUIRED

HOLE DIA. 21 mm

50

HINGE PLATE DETAIL

STAINLESS STEEL LOCK PIN (SEE DETAIL)

I(f)

o a...

190 STAINLESS STEEL BOLT WITH LOCKNUT WELDED

HINGE DETAIL

REVISIONS


WALKWAY GATE HINGE DETAIL

o 111

t-D_E_S_IG_N_: __ A_&_A_--1 DATE: JUNE 2007 DWG. No.

DRAWN: A & A 1-----------1 SCALE:

CHECKED: J.M.B. N.T.S. STD-WG2

Engineering Design Standard Specifications And Engineering ... · The Township of Springwater...

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