town of whitecourt design standards

Town of Whitecourt Page ToC - 1 Design Standards For Local Improvements Table of Contents

Revised January, 1999 Design Std./Table of Contents

TABLE OF CONTENTS

SECTION 1.0 GENERAL CONDITIONS PAGE

1.1 Planning and Conceptual Servicing.................................................................1-1 1.2 Standards .........................................................................................................1-1 1.3 Local Improvements ........................................................................................1-2 1.4 Definitions .......................................................................................................1-3 1.5 Engineering Design .........................................................................................1-3 1.6 Submission of Preliminary Engineering Design..............................................1-4 1.7 Design Review.................................................................................................1-4 1.8 Final Design Review .......................................................................................1-4 1.9 Construction Approval ....................................................................................1-4 1.10 Record Drawings .............................................................................................1-5 1.11 Municipal Acceptance .....................................................................................1-5 1.12 Materials ..........................................................................................................1-6 1.13 Local Conditions .............................................................................................1-6 1.14 Abandoned Mains, Services & Other Works ..................................................1-6 1.15 Existing Studies ...............................................................................................1-6 1.16 Building Permits ..............................................................................................1-7 1.17 Construction Site Safety ..................................................................................1-7

1.18 Asphalt Maintenance Period...........................................................................1-7

SECTION 2.0 WATERWORKS SYSTEM

2.1 Design..............................................................................................................2-1 2.2 Mains ...............................................................................................................2-1 2.3 Hydrants ..........................................................................................................2-1 2.4 Valves..............................................................................................................2-2 2.5 Thrust Blocking ...............................................................................................2-3 2.6 Service Connections ........................................................................................2-3 2.7 Materials ..........................................................................................................2-3 2.8 Cathodic Protection .........................................................................................2-4 2.9 Testing and Disinfecting..................................................................................2-4 2.10 System Operation ............................................................................................2-5

SECTION 3.0 SANITARY SEWER SYSTEM

3.1 Design Criteria.................................................................................................3-1 3.2 Mains ...............................................................................................................3-2 3.3 Manholes .........................................................................................................3-2 3.4 Service Connections ........................................................................................3-3 3.5 Materials ..........................................................................................................3-3 3.6 Concrete for Manholes and Appurtenances.....................................................3-3 3.7 Curved Sewers.................................................................................................3-3 3.8 Testing of Sewers ............................................................................................3-3 3.9 Sewage Lift Stations and Force Mains ............................................................3-4



SECTION 4.0 STORM SEWER DRAINAGE SYSTEM PAGE

4.1 General ............................................................................................................4-1 4.2 Design Criteria.................................................................................................4-1 4.3 Drainage Ditches .............................................................................................4-2 4.4 Piped Systems..................................................................................................4-3 4.5 Culverts ...........................................................................................................4-3 4.6 Curved Sewers.................................................................................................4-4 4.7 Materials ..........................................................................................................4-4 4.8 Storm Outfalls .................................................................................................4-4 4.9 Concrete for Manholes, Outfalls & Appurtenances ........................................4-5

SECTION 5.0 TRENCHING, BEDDING & BACKFILLING

5.1 Trench Width...................................................................................................5-1 5.2 Trench Wall .....................................................................................................5-1 5.3 Maximum Width .............................................................................................5-1 5.4 Pipe Bedding ...................................................................................................5-1 5.5 Backfill ............................................................................................................5-1 5.6 Safety Requirements........................................................................................5-2 5.7 Auguring or Tunneling....................................................................................5-2 5.8 Frost Protection Measures for Pipes or Structures ..........................................5-2

SECTION 6.0 SUBDIVISION GRADING

6.1 Plans ................................................................................................................6-1 6.2 Retaining Walls ...............................................................................................6-1 6.3 Design..............................................................................................................6-1 6.4 Pre-grading ......................................................................................................6-2 6.5 Swales..............................................................................................................6-2 6.6 Walkways ........................................................................................................6-2

SECTION 7.0 ROADWAYS

7.1 Road Right-of- Ways and Carriageway Widths ..............................................7-1 7.2 Rural Cross Section Design.............................................................................7-2 7.3 Geometric Design............................................................................................7-2 7.4 Clearing and Grubbing ....................................................................................7-4 7.5 Stripping Topsoil .............................................................................................7-4 7.6 Right-of-Way Grading.....................................................................................7-4 7.7 Subgrade Construction ....................................................................................7-4 7.8 Pavement .........................................................................................................7-5 7.9 Graveled Road Surface....................................................................................7-7 7.10 Lanes ...............................................................................................................7-8 7.11 Driveways........................................................................................................7-8 7.12 Geotextiles.......................................................................................................7-8



SECTION 8.0 CURBS AND GUTTERS PAGE

8.1 Type and Location...........................................................................................8-1 8.2 Rural Roadways...............................................................................................8-1 8.3 Concrete...........................................................................................................8-1 8.4 Single Gutters ..................................................................................................8-1 8.5 Reinforcing Steel .............................................................................................8-2 8.6 Construction Joints ..........................................................................................8-2

SECTION 9.0 SIDEWALKS

9.1 Requirements...................................................................................................9-1 9.2 Dimensions ......................................................................................................9-1 9.3 Ramps..............................................................................................................9-1 9.4 Finishing..........................................................................................................9-1 9.5 Concrete...........................................................................................................9-2 9.6 Service Connection..........................................................................................9-2 9.7 Cold Joints .......................................................................................................9-2 9.8 Grades..............................................................................................................9-2 9.9 Base .................................................................................................................9-2

SECTION 10.0 LANDSCAPING

10.1 Areas..............................................................................................................10-1 10.2 Scope .............................................................................................................10-1 10.3 Grades............................................................................................................10-1 10.4 Grading..........................................................................................................10-1 10.5 Trees ..............................................................................................................10-1 10.6 Utility Service................................................................................................10-2 10.7 Walkways ......................................................................................................10-2 10.8 Barriers ..........................................................................................................10-2

SECTION 11.0 STREET LIGHTING

11.1 Requirements.................................................................................................11-1 11.2 Installation .....................................................................................................11-1 11.3 Location.........................................................................................................11-1

SECTION 12.0 TRAFFIC CONTROL DEVICES & STREET NAME SIGNS

12.1 General ..........................................................................................................12-1 12.2 Traffic Control Devices .................................................................................12-1 12.3 Street Name Signs .........................................................................................12-1 12.4 Supply, Installation and Costs .......................................................................12-1

SECTION 13.0 GAS, POWER, TELEPHONE & CABLEVISION SERVICES

13.1 Installation .....................................................................................................13-1 13.2 Right-of Ways ...............................................................................................13-1



SECTION 14.0 SURVEY CONTROL NETWORK PAGE

14.1 Installation .....................................................................................................14-1 14.2 Acceptance ....................................................................................................14-1 14.3 Replacements.................................................................................................14-1

LIST OF APPENDIXES PAGE Appendix A - Approved List of Manufacturers/Suppliers of Materials.........A-1 Appendix B - List of Standard Drawings .......................................................B-1 Appendix C - List of Standard Forms ............................................................C-1

Town of Whitecourt Page 1 - 1 Design Standards For Local Improvements General Conditions

Revised January, 1999 Design Std./General Conditions

SECTION 1.0 GENERAL CONDITIONS

1.1 Planning and Conceptual Servicing

1.1.1 Prior to any development taking place, the Developer must have undergone the proper planning process and an Area Structure Plan (A.S.P.) must be in place and adopted by the Town.

1.1.2 The plans would include all pertinent information as to the conceptual outline of the ultimate subdivision area and the overall servicing concepts for water, sanitary sewer, storm sewer and drainage, roadways, public reserves, land uses and other significant aspects relating to the complete development area.

1.1.3 The conceptual plans must be in accordance with the town’s existing municipal

servicing plans, concepts and other related documents or studies.

1.2 Standards

1.2.1 These set of standards have been prepared with the following objectives in mind:

.1 To establish a minimum standard. Where conditions dictate and good engineering practice requires, a standard higher than these indicated herein shall be incorporated into the design.

.2 To establish standards that will minimize the costs to the consumer while

maintaining an acceptable level of service.

.3 To encourage consistency and quality in the standard of improvements provided by development throughout the Town.

.4 To minimize chance of error, omissions or conflict between various utilities.

.5 The design standards shall apply to the design and installation of service within

the Town of Whitecourt. They apply to the design and installations of storm and sanitary sewers, watermains and streets, together with other services which are required to be designed and/or installed.

1.2.2 Material installed within the subdivision shall conform to the most recent

standards of AWWA or ASTM and where CSA Standards are applicable shall be certified by the Canadian Standards Association. All materials may be inspected by the Town Engineer prior to incorporation into the works.

1.2.3 Further reference is to be made to the Town of Whitecourt’s latest “Standard

Specifications” document, wherein greater detail is available for the various utility, roadway and other relevant sections. All work must be done in accordance to these specifications or amendments.

1.2.4 The Town will endeavor to keep up to date on current engineering practices and will update the Standards as required.



1.3 Local Improvements

1.3.1 In the Town, complete local improvements within the area covered by the Development Agreement or Development Permit shall be installed by the Developer at its own cost. This includes redevelopment, new subdivisions, land use changes or rezoning and renovations of existing properties.

1.3.2 “Local Improvements” shall be interpreted to include the following:

.1 Sanitary sewer and storm drainage systems, including storm sewer connections

where required by the plans.

.2 Water mains including fittings, valves and hydrants and including the looping of water mains beyond the development area in order to safeguard and insure the continuous supply of water in the development area.

.3 Service connections from the sanitary sewer and water mains to the property lines

of individual lots.

.4 Oversizing of water, sanitary and storm sewer systems to accommodate future land development.

.5 Concrete curbs and gutters, sidewalks, driveway installation or removal.

.6 Asphalt street paving or gravel roads, and lane construction.

.7 Landscaping of utility lots, buffers, boulevards and reserves.

.8 Street lighting.

.9 Fire lanes.

.10 Traffic signs and street signs.

.11 Development on dedicated lands or reserves in accordance with the standards of

the Community Services Department (this may include park apparatus).

.12 Clearing and grubbing; stripping and stockpiling of top soil; pre-grading of service area. Burning of cleared material and/or removal from site as per the Town’s request.

.13 Survey control network.

.14 Gas, power, telephone and cablevision services.

.15 Fencing, buffer strips, walkways, stormwater management facilities, pipeline

right-of-ways, utility lots and easements as required.

.16 All other services or improvements as required for the completion of the development area as stipulated in the Development Agreement.

1.4 Definitions



1.4.1 In these design standards, unless the context otherwise requires, the following

words shall have the meaning hereinafter assigned to them.

1.4.2 “Municipal” or “Municipality” or “Town” shall refer to the Town of Whitecourt.

1.4.3 “Town Engineer” or his authorized representative shall mean a Municipal employee or Consulting Engineer who for the time being is acting for the Municipality in their respective positions.

1.4.4 “Consulting Engineer” or “Engineer” shall mean the Professional Engineer

retained or employed by the Applicant to be responsible for the design layout and supervision of installation, recording of as-built information and performing these duties in connection with the provision of Municipal Services as set out in these design standards.

1.4.5 “Applicant” or “Developer” shall mean a person who has applied for approval of

a proposed subdivision or to service an existing parcel of land, whether as the owner or an agent for the owner of the land included therein.

1.4.6 “Contractor” shall mean person or persons or corporations which shall undertake

the installation of Municipal Services on behalf of either the applicant or the Municipality.

1.4.7 “Essential Services” shall mean the complete and approved installation of

watermains, sewermains, service connections, adequate gravel or paved access, gas, power, telephone, cablevision, street lighting and street signage.

1.5 Engineering Design

1.5.1 The Applicant shall retain or employ a Professional Engineer who shall be

responsible for the design and preparation of drawings and specifications for all services as required by the Town.

1.5.2 The Developer’s Engineer shall undertake all design, obtain all required

approvals, provide general and on-site engineering services during construction, as defined by the Alberta Association of Professional Engineers. Record plans shall be provided for all work completed. The record drawings and operating manuals if applicable, shall be submitted with to the Town within one year of acceptance on each phase or local improvement. Prior to issuance of a Completion Certificate, the Developer shall provide the Town with one set of construction drawings marked up with record information.

1.5.3 The design drawings shall show all existing and proposed services. It shall be the

consulting Engineer’s responsibility to coordinate with the utility companies to establish the location of their existing and proposed services.

1.5.4 Geotechnical Report - the Developer shall have a qualified Geotechnical Engineer

submit a report of sufficient detail to establish the suitability of the proposed subdivision for the type of development proposed. In the event the report reveals areas of high water table or unusual subsurface soil conditions, it will recommend special construction or other techniques required to insure the stability of any of the proposed local improvements.

1.6 Submission of Preliminary Engineering Design



The Consulting Engineer shall submit a minimum of 14 days prior to commencement of construction to the Town Engineer together with three (3) complete sets of preliminary plans and construction specifications the following information: 1.6.1 Calculation of sanitary and storm sewer capacity and pipe loading and where

these services are to be installed. Overall servicing and calculations for the ASP, if required.

1.6.2 Water distribution system analysis. Overall servicing for the ASP, if required.

1.6.3 Roadway details and pavement design calculations, including geotechnical

reports.

1.6.4 A hydrogeological impact assessment as may be required to define constraints imposed by soil and groundwater conditions, which will affect the choice of design philosophy and construction practices to be applied.

1.7 Design Review

1.7.1 All design drawings and construction specifications and relevant data shall be

reviewed by the Town Engineer and any revisions required by the Town Engineer shall be incorporated into the final design.

1.8 Final Design Review

1.8.1 Upon completion of all revisions, the Consulting Engineer shall submit three (3)

sets of Contract Drawings with construction specifications to the Town Engineer for design approval.

1.8.2 When the design is approved, the Town Engineer shall accept the plans and

construction specifications and return one set to the Consulting Engineer or Applicant.

1.8.3 There shall be no development within any parcel of land until the Town has

accepted the Design Drawings, Subdivision Approval; and the Development Agreement has been executed.

1.9 Construction Approval

1.9.1 Upon receipt of the Accepted Drawings and specifications, the applicant may

proceed to install Municipal services subject to:

.1 Execution of a satisfactory Development Agreement or a Development Permit if applicable.

.2 Reasonable inspection by the Town Engineer and making arrangements for

adequate independent testing where required.

.3 Provisions of copies of all test results, progress and inspection reports as they become available.

.4 Proper soils testing report for foundations and unusual ground conditions.



1.10 Record Drawings

1.10.1 Within one year of completion of all services to be installed, the Consulting Engineer shall deliver three (3) complete sets of stamped “Record” prints, including one sepia mylar set and pertinent Autocad disk files, to the Town Engineer showing the following:

.1 Date of Completion.

.2 Name of Contractor.

.3 Storm & Sanitary Sewer:

a) Size, pipe material, pipe class, pipe bedding and location of mains. b) Location of manholes, manhole numbers and other appurtenances. c) Grades, lengths, rim elevations and inverts of mains.

.4 Watermains:

a) Size, type and locations of mains. b) Locations of appurtenances, valves, tees, bends, hydrants and fittings. c) Profile of pipe, and pipe bedding. d) Hydrant numbers, elevation of the hydrant riser

.5 Roads, Sidewalks & Curbs:

a) Location from property line of curbs and sidewalks. b) Curb elevations. c) Lip of gutter profile. d) Location of structures with a distance from property line e) Design of road structure.

.6 Water & Sanitary Service Connection:

a) Three (3) copies of the service connection reports, showing lot, block, lengths of material, fittings and locations measured from property lines to the connections.

b) Service connection and curb stop location on overall and/or lot serving plan (if service connection is not in the centre of the lot)

1.11 Municipal Acceptance

1.11.1 Upon satisfactory completion of the project or a portion thereof and after all the

major deficiencies have been corrected to the satisfaction of the Town, a Construction Completion Certificate (C.C.C.) will be issued to the applicant notifying:

.1 Acceptance of the work by the Town.

.2 Commencement date of the maintenance period.

1.11.2 The applicant shall be responsible for and at his own cost, remedy any defect, fault or deficiency in the completed works during the maintenance period. Maintenance periods shall be two years for surface construction and one year for underground construction. The maintenance period shall be extended, as required, if any outstanding deficiencies remain after the end of the maintenance period.



1.11.2 Upon completion of the maintenance period and after a final inspection and

correction of all deficiencies to the satisfaction of the Town Engineer, a final Acceptance Certificate (F.A.C.) will be issued by the Town.

1.12 Materials

1.12.1 All materials shall conform to these design standards and to the list of approved

manufacturers of materials in Appendix A. 1.13 Local Conditions

1.13.1 The Developer or Contractor shall notify the Planning & Works Department 48

hours in advance of their intention to connect to existing sanitary sewer, water and storm sewer mains and services. All connections must be inspected by the Town Engineer prior to backfill.

1.13.2 The Planning & Works Department shall be contacted to coordinate any road

closures or detours of existing streets. The Developer shall provide, erect and maintain all signage necessary to protect and control public traffic. This signage must meet or exceed all applicable standards and guidelines and be acceptable to the Town or as in Uniform Traffic Control Manual.

1.13.3 The local Fire Department, R.C.M.P., School Districts and Ambulance shall also

be contacted for proper coordination of any road access or service disruptions.

1.13.4 The Developer or Contractor is responsible to be aware of Town bylaws and procedures relating to the development.

1.13.5 Permits and/or approvals from other government bodies or agencies must be

obtained by the Developer as required. 1.14 Abandoned Mains, Services and Other Work’s

1.14.1 Any mains, services or other works (such as driveways) that are no longer

required, abandoned due to changes in a development, must be removed, at the Developer’s expense or abandoned in a manner acceptable to the Town.

1.15 Existing Studies

1.15.1 The Developer’s Engineer shall make reference to the Town’s latest documents

and studies for servicing, transportation, land use and other relevant areas for proper planning and design of any proposed developments.

1.16 Building Permits

1.16.1 The Town will not issue a Development Conformance Certificate until essential

services are approved by the Town. 1.17 Construction Site Safety



1.17.1 The Developer shall take the necessary steps and measures to ensure that the

Alberta Occupational Health and Safety Regulations are followed at all times on the construction site for the protection of workers and the public at large.

1.18 Asphalt Maintenance Period

1.18.1 The maintenance period for asphalt paving work shall be two years for asphalt base course and one year for asphalt surface course after final lift is completed.

Town of Whitecourt Page 2 - 1 Design Standards For Local Improvements Waterworks System

Revised January, 1999 Design Std./Section 2.0

SECTION 2.0 WATERWORKS SYSTEM

2.1 Designs

2.1.1 The waterworks system shall be designed in accordance with recommended standards and the design manual of the American Water Works Association (AWWA) and the “Alberta Environmental Protection Standards and Guidelines”. The system shall be designed as part of the overall or ultimate Town of Whitecourt system for the peak hourly demands or the peak day demand consumption plus fire flows, whichever is greater. The peak day to average day factor is 2.0 and the peak hour to average day factor is 3.0 for design purposes.

2.1.2 The waterworks system shall be designed to meet or exceed the latest

recommendations of the Fire Underwriters Survey (FUS) Guide to Recommended Practice.

2.2 Mains

2.2.1 Minimum size of main shall be 150 mm (6 inch) diameter in residential areas and

250 mm (10 inch) in commercial and industrial areas, unless otherwise specified.

2.2.2 Main sizes may be increased as considered necessary by the Town to accommodate future development.

2.2.3 Pipe 450 mm diameter and smaller shall be PVC AWWA C900 or C905, DR18

class 1035 kpa (150 psi) or better and be certified as conforming to CSA B137.3.

2.2.4 Reinforced concrete cylinder pipe conforming to AWWA C303 or yellow jacket, cement lined welded steel pipe, to AWWA C-200 and C-205-85 respectively, or approved equivalent, shall be used in pipes exceeding 450 mm diameter.

2.2.5 All mains shall be installed to a minimum depth of 3 m (10 feet) of cover below

finished grade. The Town may approve reduced depth of cover providing a method of insulation acceptable to the Town is provided.

2.2.6 Mains shall generally be located 3.0 m off the centreline of the streets as indicated

on the drawings.

2.3 Hydrants

2.3.1 Maximum spacing between hydrants is to be 200 m in residential. No property is to be more than 150 m from a hydrant along the normal travel route of the fire department. In multi family, school or commercial/industrial, the maximum spacing will be 120 m or as recommended by the FUS, whichever is the lesser.

2.3.2 Hydrants shall be set plumb and with the pumper nozzle at right angles to the road

centreline.



2.3.3 In the areas with a “rural” roadway cross-section, hydrants shall be located on special “access pads” extending perpendicular to the roadway certerlines and a minimum of 3.25 m (10.7 feet) from the edge of the proposed road surface and shall be accessible from the roadway. The elevation of the “access pads” shall be no less than 0.3 m (1 foot) below the crown of the road at that point and shall be seeded with grass.

2.3.4 Hydrants shall be of the same style and make as presently existing in the Town

and shall be complete with:

.1 Two (2) 65 mm (2 ½ inch) hose nozzles.

.2 One (1) 100mm Storz (pumper) connection.

.3 Threads on the 65mm connection to be Alberta Standards.

.4 Hydrants shall be painted with acrylic yellow enamel paint.

.5 Drains shall not be plugged unless the water table is above the pipe.

.6 Bolts and nuts that are intended for buried underground service shall be manufactured stainless steel.

.7 Alternative models and styles will require Town approval.

2.3.5 Hydrant Protection as deemed necessary by the Town will be provided in certain

areas where damage is a concern. This will be by placement of 150 mm concrete filled steel posts set 1.2 m in the ground and above the ground and painted yellow.

2.4 Valves

2.4.1 A sufficient number of valves shall be provided so that no more than four (4)

valves must be closed to isolate any one section of water main (one section of water main is defined and shall mean that extent of water main piping serving one hydrant and a maximum of 30 dwelling units).

2.4.2 Valves shall be iron body (epoxy coated or galvanized), fully bronze mounted

gate valves, with resilient seat and non-rising spindle to open by turning in a counterclockwise direction. Stainless steel bolts and nuts to be utilized throughout.

2.4.3 Valve boxes with operating stem, nut and rock disc are required on all valves. At

least one intermediate extension with a minimum length of 400mm shall be installed in each valve box.

2.4.4 An isolating valve shall be provided on each hydrant lead located 1.0 m from the

main tee.

2.4.5 Hydrants shall be installed at extensions to property lot line and/or cut-off corners.



2.5 Thrust Blocking

2.5.1 Concrete thrust blocking is to be provided at all fittings, valves and hydrants and shall be designed for pressure equal to the design of the pipe.

2.5.2 Concrete shall be made using type 50 sulphate resistant cement with a maximum

slump of 75 mm and a minimum 28 day strength of 25 MPa (3600 psi). 2.6 Service Connections

2.6.1 Minimum service sizes: 19 mm (3/4 inch) diameter for single family residences 25 mm (1 inch) diameter for commercial and multiple family 40 mm (1 ½ inch) diameter for industrial 50 mm diameter for industry 40 mm & 50 mm connections required saddles

2.6.2 Minimum size 150 mm (6 inch) diameter to convey fire flow requirement.

2.6.3 No pipe size between 50 mm (2 inch) diameter and 100 mm (4 inch) diameter will be allowed.

2.6.4 A curb stop or valve stamped “Water” on the cap or lid shall be provided with

each service connection. It shall be placed 0.3 m (1 foot) off the property line, installed to the centreline of the front of all lots. Curb stops shall be the self draining type unless ground conditions predicate otherwise.

2.6.5 For service connection 100 mm in diameter or greater the service pipe shall be

PVC pipe as specified for mains.

2.6.6 All service lines shall be type “K” copper and installed to provide a minimum depth of 3.0 m of cover (including the gooseneck) located as per the drawing.

2.6.7 The water service pipe shall be installed on the upstream side of the sewer service

pipe relative to the direction of flow of the sewer main.

2.6.8 Tapping and installation of main stop shall be performed by qualified personnel to manufacturer’s specifications for 19 mm and 25 mm only.

2.7 Materials

2.7.2 All materials shall be of the manufacturers stated in the “Approved List” in

Appendix A unless otherwise approved in writing by the Town.

2.8 Waterworks System - Cathodic Protection (when requested by the Town)

2.8.1 The Town may require soil testing to determine cathodic protection requirements and a cathodic protection system based on these results be designed. The system may be impressed current or sacrificial anode. A maintenance and monitoring



program shall be provided where applicable. Following are the minimum cathodic protection requirements: .1 All ferrous fittings, valves, hydrants and other appurtenances shall be protected with a 5.5 kg Zinc anode. .2 Zinc anodes shall conform to ASTM B418-73 Type II. .3 Lead wires No. 10A WG/7, 2 meters long. .4 Wire shall be connected with a Cadweld.

2.9 Leakage, Testing, Flushing, Disinfection and Inspection

2.9.1 Leakage Testing

.1 Leakage testing shall be performed to the latest applicable AWWA

Standards. .2 The test pressure shall be 1035 kpa or 1.5 times the normal operating

pressure based on the lowest point on the main and corrected to the elevation of the test gauge. .3 The minimum test duration shall be two hours. .4 The allowable leakage shall be calculated using the following

formula: L = ND(P) 0.5

128,320 L = allowable leakage (litre/hour N = number of joints D = nominal diameter (mm) P = test pressure (kpa)

(1.0 psi = 6.9 kpa) 2.9.2 Flushing

.1 Watermains shall be flushed with sufficient flow to produce a minimum velocity of 1.5 m/s within the pipe for a minimum duration of 10 minutes and until all foreign material is removed from the pipe and flushed water is clear.

2.9.3 Disinfection

.1 Watermains shall be disinfected to current AWWA standards.

.2 Water samples must be submitted to the Health Unit for bacteriological testing. Results of these tests are to be submitted to the Town and must be satisfactory to the Town prior to putting the watermain into service.

2.9.4 Inspection

The operation of all appurtenances including valves, curb stops and hydrants shall be tested by and shall be acceptable to the Town prior to issuance of a Construction Completion Certificate.



2.10 System Operation

2.10.1 Only the Town Utility Department personnel will operate any existing water

valves or curbstops.

2.10.2 All work is to be arranged for a minimum disruption of services, and if necessary to interrupt water services, the Town and affected residents or businesses shall be notified not less than 48 hours in advance and immediately when restored.

2.10.3 Approval to use the water system during construction shall be obtained from the

Town and a temporary metered by-pass may be required to be installed and removed thereafter.

Town of Whitecourt Page 3 - 1 Design Standards For Local Improvements Sanitary Sewer System


SECTION 3.0 SANITARY SEWER SYSTEM

3.1 Design Criteria

3.1.1 The sewage system shall be designed in accordance to the “Alberta Environmental Protection Standards and Guidelines”.

3.1.2 All calculations for sewage flows must be based on the total contributory area

intended to be served by the sewer main at any particular point. A typical “Sanitary Sewer Design Sheet” is attached in Appendix B for these calculations.

3.1.3 The sewer main capacity shall be designed to convey the peak hourly sewage

contribution and infiltration based on the contributory area served.

3.1.4 Residential Contribution:

.1 Sewage contribution is to be designed on the density basis of either the subdivision design population density or 40 persons per hectare (16 persons per acre); whichever is greater.

.2 Minimum average contribution of 360 litres per capita per day.

.3 Peak hourly flow for each contribution area calculated at average flow multiplied

by a peaking factor. The Peaking Factor shall be the larger of 2.5 or Harmon’s Peaking Factor where:

Peaking Factor (Pf) = 1+ 14 4+√ P Peak Hourly Flow = Average Daily Flow x Pf Where P = equivalent population to be served in 1,000’s.

3.1.5 Industrial and Commercial Flows: Sewage contribution is to be designed on a per gross hectare contribution for industrial and commercial.

.1 Industrial Flows - minimum contribution of 22.5 m3 per gross hectare (2000

imperial gallons per acre) per day.

.2 Commercial Flows - commercial flows minimum contribution of 17 m3 per gross hectare (1500 imperial gallons per acre) per day.

.3 Peaking factor shall be a minimum of 3.0.



3.1.6 Infiltration:

An infiltration allowance of .28 litres per second per gross hectare per day to be included in the sewage contribution calculation. A further allowance of 0.4 litres per second shall be included in the sewage contribution calculation for each manhole located within a roadway sag or low area. All sanitary manholes in sag locations are to be “waterproofed”.

3.2 Mains

3.2.1 Minimum main size of 200 mm (8 inch) diameter.

3.2.2 Minimum depth of 3.0 m measured from crown to elevation unless otherwise approved.

3.2.3 Minimum grades for pipe shall be as recommended by the “Alberta

Environmental Protection Standards and Guidelines”.

3.2.4 All pipe shall be PVC gravity sewer pipe certified as conforming to CSA Standards B182.1 or B182.2 (DR 35) .

3.2.5 Concrete for pipe and manhole material shall be sulphate resistant.

3.2.6 Mains shall generally be located in the center line of the streets as indicated on the

drawings.

3.3 Manholes

3.3.1 Manholes shall be a sulphate resistant concrete and a minimum of 1200 mm (48 inch) inside diameter in the main portion of the structure.

3.3.2 Frames and covers shall be of cast iron, asphalt dipped and capable of

withstanding H-20 loading.

3.3.3 Spacing of manholes shall not exceed the “Alberta Environment Standards and Guidelines”.

3.3.4 All joints shall be watertight.

3.3.5 In areas where any manhole pipe invert is located below the high groundwater

table, precast manholes utilizing pipe seals, conforming to ASTM C443, shall be used unless otherwise specified.

3.3.6 Drop Manholes shall be used where invert levels of inlet and outlet sewers differ

by 1.0 m or more, as per standard drawing.



3.4 Service Connections

3.4.1 Minimum service size - 100 mm (4 inch) for single family residential - 100 mm (4 inch) for commercial and multiple family - 150 mm (6 inch) for industrial

3.4.2 Minimum slope on service lines shall be 2.0% (1/4 inch per foot) for 100 mm pipe and 1.0 % (1/8 inch per foot) for 150 mm pipe.

3.4.3 Under no circumstances will weeping tile, roof or surface drainage from buildings

be permitted to discharge into the service connection of the sanitary sewer system in accordance to the local by-law.

3.4.4 All main connections must be watertight. The use of in-line wyes, tees or saddles

is recommended.

3.4.5 The sewer service pipe shall be installed on the downstream side of the water service pipe relative to the direction of flow of the sewer main.

3.4.6 Proper sewer service curb stops or valves are required for each service connection

on a low pressure sewage force main system. These shall be placed at 0.3 m off property line, installed to the centerline of all lots and shall have the word “Sewer” stamped on the cap or lid to differentiate these from water curbstops.

3.4.7 Service risers are required where sewer main depths exceed 3.5 m.

3.5 Materials


Appendix A, unless otherwise approved in writing by the Town.

3.6 Concrete for Manholes and Appurtenances

3.6.1 Concrete shall be made using Type 50 Sulphate Resistant Cement, with a maximum slump not exceeding 75 mm and a minimum 28 day strength of 25 map (3600 psi).

3.7 Curved Sewers

3.7.1 Refer to Section 4.6 as for Storm Sewers.

3.8 Testing of Sewers

3.8.1 The Town may require infiltration or exfiltration testing be performed prior to

acceptance of sanitary sewers. The method of testing shall be submitted to and approved by the Town. The maximum allowable leakage is 2.8 litres per day per milimetre of pipe diameter per kilometre of pipe while subjected to a 0.6 metre hydrostatic head.

3.8.2 Television Camera Test:



.1 All sanitary sewer installations shall be inspected prior to application for a

Construction Completion Certificate with a closed circuit television camera with the inspection recorded on video tape. The system must be flushed and cleaned prior to inspection

.2 A copy of the video tape and log shall be supplied to the Town of Whitecourt as a

permanent record.

.3 Video equipment used shall be standard VHS format.

.4 Deficiencies noted shall be corrected by the Developer and the deficient location re-inspected as verification to the Town (as requested )

3.9 Sewage Lift Stations and Force Mains

3.9.1 Sewage lift stations and force mains shall be designed in accordance to Alberta

Environmental Protection Standards and Guidelines.

3.9.2 Extension of the gravity sewer systems to the maximum extent possible is preferred, and utilization of pumping systems will be permitted only when insurmountable constraints cannot be resolved otherwise. Economic analysis, long term costs, maintenance provisions, orderly development and temporary servicing schemes will all be deciding factors.

3.9.3 The forcemain and lift station shall be properly designed to service the ultimate

capacity of the contributing development areas.

3.9.4 Typical design criteria as required by the Town, but not limited to the following items:

.1 Wet/dry well designs are preferred with a suitable concrete structure or steel

structure to withstand 50 years service.

.2 An above grade building with adequate heating, ventilation, lighting, access, maintenance and safety provisions in all relevant areas. The exterior appearance of the building and grounds must be aesthetically compatible with the surrounding area.

.3 Proper level controls for wet well, warning and other signs, sump pump in the

dry well, alarm systems, telemetry lines and water service for cleaning purposes.

.4 Pumps to be of proper capacity, capable of pumping 75 mm solids, easily removed for servicing, equipped with pressure gauges/taps, standby pump, back-up power connection as necessary, proper discharge and suction velocities, maximum of 4 start-stops per hour.

.5 Force mains shall be a minimum of 100 mm diameter, polyethylene, butt-fused

pipe of proper pressure rating. Valves, air and vacuum release valves, and cleanout manholes must be installed for operating and maintenance purposes.

.6 Three copies of maintenance and service manuals shall be provided to the Town

for the facility before a Construction Completion Certificate is issued by the Town.



.7 System to be designed to accommodate emergency pumping. 3.9.5 The pumping station shall be properly commissioned with test results and calibration of all major equipment; a checklist and verification of operability of valves, gates, air releases, lifting equipment, ventilation, lighting, heating, plumbing, electrical and other systems as required.

3.9.6 Based on proper soils testing and type of material, cathodic protection is to be installed by way of impressed current to prolong the service life of the structure and related appurtenances, along with a proposed program of ongoing maintenance monitoring and surveys. 3.9.7 Field testing of polyethylene pipe shall be performed per the following:

.1 Testing of forcemain to be carried out under supervision of Engineer. .2 Before testing, bed and cover pipe between joints to prevent movement of forcemain when test pressure is applied.

.3 Expel air from forcemain, by slowly filling main with water. High points to be drilled and tapped and suitable cocks installed to vent air and to be shut when pressure is applied. Remove cocks after satisfactory completion of test and seal holes with tight fitting plugs. .4 Apply a hydrostatic test pressure of 1.5 times the rated pressure of the pipe (1.5 x series number) at the lowest point in the line. .5 Pressurize pipe to required test pressure over a period of three hours and hold required test pressure for an additional hour to allow for pipe stretch prior to starting leakage test. A high- volume high-pressure pump may be required to raise the pressure within the allowable time. .6 Test period shall be of two hours duration. The amount of

make-up water (leakage) required to return the pipe to the test pressure shall not exceed the allowance given in the following table.



Nominal Pipe Size Allowance for Expansion (Leakage) (litres/100 m of pipe)

mm 1 Hour Test 2 Hour Test 75 1.2 1.7

100 1.5 2.9 150 3.5 6.9 200 5.8 11.5 250 8.6 15 300 13 26 350 16 32 400 19 38 450 25 50 500 32 63 550 40 81 600 52 103 700 63 128 800 81 165 900 104 208

1050 138 276 1200 173 310

.7 Total time under test must not exceed 8 hours. If the test is not completed because of leakage or equipment failure, the test section must be permitted to “relax” for 8 hours prior to the next testing sequence. .8 Locate and repair defects if leakage is greater than amount specified in 3.6.2.6. .9 Repeat test until leakage is within specified allowance for full length of forcemain. .10 If the forcemain-liftstation connection is to be made by others, drain line upon successful completion of the leakage test.

Town of Whitecourt Page 4 - 1 Design Standards For Local Improvements Storm Sewer Drainage System


SECTION 4.0 STORM SEWER DRAINAGE SYSTEM

4.1 General

4.1.1 The requirements for storm drainage systems shall be dependent upon the type of development, the drainage area and the length of surface drainage runs.

4.1.2 The concept of stormwater management with a major and a minor system of storm drainage shall be used. The major system will accommodate a 1:100 year storm condition utilizing overland flow and/or storm water ponds. The minor storm sewer will accommodate a 1:5 year storm condition utilizing a piped system. 4.1.3 The storm sewer design is to be in accordance to the “Alberta Environmental Protection Stormwater Management Guidelines”.

4.2 Design Criteria

4.2.1 Storm sewer mains, culverts and ditches for areas less than 65 hectares may be designed in accordance with the Rational Method of Storm Sewer Design and according to the formula of:

SI Units Imperial Q = CiA Q= CiA 360 Q = discharge in m3/sec Q = discharge cfs i = rainfall intensity in mm/hr. i = rainfall intensity in inches/hr. A = area in hectares A = area in acres C = run-off coefficient C = run-off coefficient

A typical “Storm Sewer Design Sheet” is attached in Appendix B for these calculations.

4.2.2 The following table may be used to calculate rainfall intensity unless more up to date information is available. Environment Canada short duration intensity - duration frequency data, based on recording rain gauge data for the period 1970 - 1986 Edson airport. (Refer also to the Rainfall intensity Curves in Appendix B).



INTENSITY IN MM/HR.

RETURN PERIODS

2 YEAR 5 YEAR 10 YEAR 25 YEAR 50 YEAR EST. 100 YEAR EST.

MINUTES 5 96 120 140 185 200 220

10 63 80 95 115 130 140 15 44 64 73 84 93 102 20 37 49 58 67 73 80 30 28 36 42 50 56 61

4.2.3 The run-off coefficients shall be calculated for each particular development with the design value to be the greater of the calculated values and the minimum values as indicated below:

Minimum

Run-off Factor .1 Agricultural ∗ 0.10 .2 Parks ∗ 0.15 .3 Residential ∗ 0.40 .4 Industrial ∗ 0.60 .5 Commercial ∗ 0.70

4.2.4 A maximum inlet time of 15 minutes shall be used for residential and 10 minutes

for commercial industrial.

4.2.5 Alternative computer design methods for storm sewer mains, culverts and ditches may be submitted and will be subject to the approval of the Town.

4.3 Drainage Ditches

4.3.1 Drainage ditches and culverts may be utilized to convey storm water under special

controlled conditions, through or past the subdivision.

4.3.2 Ditches shall be designed to store excess run-off from a 1 in 25 year storm return period.

4.3.3 The minimum drainage ditch cross section shall be as follows:

- maximum 3:1 side slopes - design must accommodate pipe sizing along ditch bottom



4.4 Piped Systems

4.4.1 Where a piped system is required by the Town, then the following criteria will

apply.

4.4.2 Storm Sewer Mains and Leads:

.1 Pipe for storm sewer mains will be concrete pipe (sulphate resistant cement) conforming to ASTM C-14-nonreinforced concrete pipe; or ASTM C76-reinforced pipe, latest revisions thereof. HDPE pipe conforming to ASTM D3350 or latest revision will also be permitted upon the approval of the Town.

.2 PVC pipe, ASTM D3034 or F679, DR 35 will be allowed for mains and leads up

to 675 mm diameter.

.3 Minimum 250 mm (10 inch) diameter for catch basin leads and 300 mm (12 inch) diameter for mains.

.4 Minimum cover to top of pipe shall be 1.5 m (5 feet).

.5 Mains shall be generally located 3.0 m off the centerline of the streets as indicated

on the drawings. Where design dictates for drainage, the mains shall be placed in the center of lanes or utility lots.

4.4.3 Manholes - Refer to Section 3.3 as for Sanitary Sewers.

4.4.4 Catch Basins:

.1 Catch basins shall be provided to intercept surface run-off and minimize surface

run-off along the street. The first intercepting catch basin maximum distance is to be 240 m (800 feet) with additional catch basins every 122 m (400 feet) thereafter.

.2 Catch basin grates and leads shall be sized to accommodate design flow.

.3 All catch basin leads shall discharge directly into storm sewer manholes.

.4 Catch basin barrels to be a minimum 525 mm (21 inch) diameter and of the proper

diameter required to accommodate the specified frame and grate. There is to be a suitable precast top and frame to match the road and sidewalk/curb conditions. Precast barrels and bases are acceptable providing they are suitable for the conditions encountered.

.5 Catch basin leads shall have a minimum slope of 1%.

.6 Catch basins shall be located upstream of any pedestrian crossing areas and be a

minimum of 1.5 m clear of driveways.

.7 Catch basin frame and covers shall be as specified on the drawings for proper curb type and inlet capacity.

4.5 Culverts

4.5.1 Type of culvert pipe material is subject to the approval of the Town.

All pipe and fittings to be galvanized, couplers to ensure water tight joints.



4.5.2 Minimum diameter of pipe shall be 300 mm.

4.5.3 The pipe shall be bedded with a minimum of 150 mm of approved granular material, with a minimum of 150 mm of cover over the top of pipe and rip-rap placed on the ends where required for erosion protection. Concrete or steel pipe sleeves shall be placed over the ends for protection (if required by the Town).

4.6 Curved Sewers

4.6.1 Curved sewers will be permitted with the following restrictions:

.1 The sewers shall be laid as a smooth curve with a radius equal to or greater than

60 m and shall not exceed the manufacturer’s recommendations.

.2 Manholes shall be located at the beginning and end of the curve.

.3 Manholes shall be located at intervals not greater than 120 m along the curve.

.4 The curve shall run parallel to the curb or street center line.

.5 The minimum grade for sewers on a curve shall be 50% greater than the minimum grade required for straight runs for sewers.

.6 Length of pipe shall be such that deflections at each joint shall be less than the

allowable maximum recommended by the manufacturer.

.7 In general curved sewers will be used only where savings in costs or the difficulty of avoiding other utilities necessitates same.

4.7 Materials


Appendix A, unless otherwise approved in writing by the Town.

4.8 Storm Outfalls

4.8.1 Outfalls shall be designed, constructed properly and located so as to not impact downstream areas, natural channels and watercourses in regards to erosion and flooding problems.

4.8.2 The proposed rate of discharge and location shall meet the approval of Alberta

Environment.

4.8.3 Open bodies receiving drainage flows must be reviewed and accounted for regarding impact of high water levels and possible backflow prevention measures.

4.8.4 Exposed plastic pipe will not be permitted on inlets or outfalls.

4.9 Concrete for Manholes, Outfalls & Appurtenances

4.9.1 Refer to Section 3.5 as for Sanitary Sewers.

Town of Whitecourt Page 5 - 1 Design Standards For Local Improvements Trenching, Bedding & Backfilling


SECTION 5.0 TRENCHING, BEDDING & BACKFILLING

5.1 Trench Width

5.1.1 Widths of trenches shall be such that pipes can be laid and jointed properly and backfill placed and compacted properly.

5.2 Trench Wall

5.2.1 Trench walls shall be vertical to 300 mm above the top of the pipe and the width

at this location shall not exceed the maximum in accordance to Occupational Health and Safety regulations.

5.3 Maximum Width

5.3.1 Maximum width - single pipe:

.1 For 750 mm diameter or less, the outside diameter of pipe plus 450 mm.

.2 For pipe larger than 750 mm diameter, the outside diameter of pipe plus 600 mm.

5.3.2 Maximum width - multiple pipes. .1 Details for proposed multiple pipe trenches must be submitted to the Town for approval.

5.4 Pipe Bedding

5.4.1 Bedding for pipes shall be in accordance to the details as indicated on the standard

drawing in Appendix B. The bedding is to be properly designed to suit the pipe, ground conditions and depth of trench in order to obtain an adequate support for the pipe.

5.5 Backfill

5.5.1 Backfill in the pipe zone shall be in accordance with the class of pipe bedding as

detailed on the drawings.

5.5.2 The balance of the backfill 300 mm above the pipe top may be machine placed and shall contain no rocks or masonry larger than 200 mm in its greatest dimension and shall be free from brush or any other perishable matter that will prevent proper consolidation. Wherever a main or service is under a proposed carriageway or walkway, the balance of backfill shall be compacted as specified in Section 7.7, Subgrade Construction.

5.5.3 The use of engineering fabrics or geotextiles may be considered as alternatives in

backfill methods and require the proper engineering design by the Developer’s Engineer to be submitted to the Town for approval.

5.6 Safety Requirements

Town of Whitecourt Page 5 - 2 Design Standards For Local Improvements Trenching, Bedding & Backfilling


5.6.1 All trenching and backfilling methods must be in accordance to and meet the approval of Alberta Occupational Health and Safety Standards and Regulations.

5.7 Auguring or Tunneling

5.7.1 Auguring or tunneling with steel encasement pipe is preferred when crossing

under major collector or arterial roadways, major utility structures or when conditions warrant.

5.7.2 All work is to be designed and carried out properly in accordance to accepted

practices and with approvals of the applicable governing agencies, taking the utmost care for safety of the workers and general public.

5.8 Frost Protection Measures for Pipes or Structures

5.8.1 Where adequate cover to pipes or structures cannot be maintained as specified,

the Developer’s Engineer may submit designs to indicate alternate method of equivalent frost protection to the Town for review and approval.

Town of Whitecourt Page 6 - 1 Design Standards For Local Improvements Subdivision Grading


SECTION 6.0 SUBDIVISION GRADING

6.1 Plans

6.1.1 The plans submitted by the Developer shall indicate the following information:

.1 Proposed ditch or top of curb or back of sidewalk elevation opposite each corner of the lot.

.2 Existing and proposed lot corner grades, lot, block and registered numbers.

.3 Minimum ground elevation at the front building setback.

.4 Invert of sanitary sewer service and curb stops.

.5 Location of service connections.

.6 Direction of drainage.

.7 The proposed and existing grades for the Public Lands (reserves, buffers and

boulevards).

.8 Lane, utility lot or easement grades.

6.1.2 A common drawing (Lot Grading Plan) may be used to consolidate this information.

6.2 Retaining Walls

6.2.1 Where extremes in elevation of abutting lots require the construction of a

retaining wall, such shall be indicated on the plan and no development permit will be issued without a commitment by either Owner of the two lots involved to construct such a retaining wall at the time of construction of the proposed building.

6.3 Design

6.3.1 In general, lots shall be graded to achieve a minimum slope of 2% (preferably 4%) or 0.30 m above the top of curb, whichever is greater, away from the main building structures and a minimum slope along the lot lines of 2%. The maximum slope is 15% and wood foundations usually specify 10% for 3.0 m, then positive drainage.

6.3.2 In cases where the backyard slopes towards the main building structures,

provisions are required to keep the run-off at least 3 m (10 feet) away from the buildings with the possibility of draining the surface water along the lot lines onto the road.

6.3.3 Reserves and public lands shall be graded to drain towards developed streets,

lands and/or the storm drainage system.

Town of Whitecourt Page 6 - 2 Design Standards For Local Improvements Subdivision Grading


6.4 Pre-Grading

6.4.1 The proper stockpiling of topsoils and rough grading of the roadways, utility lots, lanes, easements and reserves to be developed must be done in advance of underground utility construction within 150 mm of final grade to ensure adequate cover for underground services, provisions for drainage and orderly development of lot construction.

6.5 Swales

6.5.1 A swale is any land requirement where drainage flows from one property through

other properties. Swales for drainage control are not permitted unless proper justification can be documented that no other alternative is available. If the Town approves a swale, it shall be either:

.1 A concrete gutter at the rear of all laneless lots on an easement to the satisfaction

of the Town.

.2 A fence and grass swale arrangement on a 2.0 metre easement to the satisfaction of the Town.

6.5.2 The construction of any swale shall be completed to the satisfaction of the Town

and in accordance to approved plans prior to Final Acceptance Certificate issuance for sewer mains.

6.6 Walkways

6.6.1 These shall be provided by the Developer in accordance to the approved plans and

as per Section 10.7.

Town of Whitecourt Page 7 - 1 Design Standards For Local Improvements Roadways


SECTION 7.0 ROADWAYS

7.1 Road Right-of-Ways and Carriageway Widths 7.1.1 Right-of-way shall be of adequate width to accommodate the carriageway,

ditches, boulevards, underground utilities, street lighting, etc. in a manner acceptable to the Town.

7.1.2 Carriageway widths shall be designed in conjunction with curb and gutter where

required to satisfy traffic requirements. Carirageway widths in selected industrial and commercial areas may be designed based on rural cross section if requested by the Developer and approved by the Town, and will require wider right-of-ways to accommodate ditches.

7.1.3 Roadways shall be classified as follows:

Classification No. of Housing Units Estimated Daily Traffic Minor local 1 to 50 0-500 Local 50 to 100 500-1000 Collector 100 to 300 1000-3000 Arterial 300 & up 3000 & up

7.1.4 Minimum requirements are as follow: Type Right-of-Way Carriageway (Urban) .1 Lane

(1) Residential 6 m 6.0m (2) Commercial & Industrial 8 m 7.4m

.2 Utility Lot

(1) Drainage 6 m N/A (2) Other 3 m N/A

.3 Minor Local

(1) Residential 18 m 9 m .4 Local Street

(1) Residential 20 m 11 m (2) Commercial & Industrial 24 m 11 m

.5 Collector Street

(1) Residential 20 m 13 m (2) Commercial & Industrial 30 m 13 m

.6 Arterial Streets - All 30 m 15 m .7 Cul-de-sac - As drawings indicate - minimum radius to lip of gutter is 12.0 m for

residential and 15.5 m for commercial.



7.1.5 In industrial and commercial areas, with a rural cross section, the carriageway width is road shoulder to road shoulder measured from the outside edge of the shoulder or width of asphalt surface; otherwise carriageway width is lip of gutter to lip of gutter for all roadways.

7.2 Rural Cross Section Design 7.2.1 The design of the “rural” roadway cross section within the right-of-way shall be

so designed to allow conversion of the roadway section to an “urban” cross section at a future date. This will take into consideration that adjacent lands are to drain to future top of curbs and that ditch sideslopes are to be maximum 3:1. Cross section design shall be subject to the approval of the Town.

7.3 Geometric Design 7.3.1 Roads and streets shall be designed in accordance with the geometric design

standards outlined in the latest edition of the manual of “Geometric Design Standards for Canadian Roads” of the Transportation Association of Canada (TAC).

7.3.2 In addition, roads shall be designed in accordance with the following geometric

standards: Local Collector Arterial Lanes Units .1 Min. Design Speed 50 50 70 30 km/hr .2 Min. Radius 75 150 225 -- meters .3 Super Elevation No Optional Yes No -- .4 Max. Gradient (a) 8% 6% 5% 8% -- .5 Min. Gradient (a) (b) 0.5% 0.5% 0.5% 0.6% -- .6 Min Tangent Section 30 60 150 -- meters .7 Min. Intersection 60 60 180 -- meters Spacing .8 Min. Curb Return 7.5 10 15 -- meters Radii (Residential) .9 Min. Curb Return 15 15 20 -- meters Radii (Industrial)



Notes:

a) Applies to road grades and not ditch grades. b) Minimum gradient on curb radii of 23 m (75 feet) or less shall be 0.8% c) All paved roads shall be crowned at a minimum slope of 2.0%; a maximum 4.0%.

All graveled roads shall be crowned with a 3.0% cross-fall. d) Utility lots shall have a minimum grade of 0.6% and a maximum grade of 8.0%. 7.3.3 .1 All vertical curves shall be designed to meet or exceed the following minimum

requirements:

K Value

Design Speed

km/h

Crest

Sag*

Minimum

Length (m) 50 7 6 50 60 15 10 60 70 22 15 70

K = L/A L = length of vertical curve in metres A = Algebraic difference in grades percent * = based on comfort control and assumes street lighting

.2 The maximum superelevation is shown in Table 7.1. .3 Rear lane (alleys shall have a minimum longitudinal grade of 0.6%. If gravel-

surfaced, the lane shall be cross sloped from both sides from crown at 3.0%. If paved, the lane shall have a centre swale and inverted slopes of 2.5%.

7.3.4 Horizontal Alignment

.1 The minimum radius is relative to the Road Classification, the design speed and the maximum superelevation (see 7.3.2). .2 All horizontal curves shall be designed to meet the minimum design requirements shown in Table 7.1. .3 Minimum edge of pavement radius for cul-de-sacs is 12 m in residential areas and 15.5 m in industrial areas. .4 Maximum cul-de-sac length shall be 100 m.(without an alternate emergency access.

7.3.5 Curb Returns

.1 Curb returns at residential local street intersections shall be constructed to a radius of 7.5 m.



.2 Curb returns at residential collector street intersections shall be constructed to a radius of 12.5 m. .3 In industrial/commercial areas the radius should be 15 m to accommodate truck turning movements.

7.4 Clearing and Grubbing 7.4.1 Clearing and grubbing along street and lane right-of-ways shall include at least

the full width of the right-of-way. 7.4.2 Any clearing undertaken shall be in accordance with “approved” landscape

drawings for the entire subdivision. 7.4.3 Burning and disposal of waste material at the Town’s discretion. 7.5 Stripping Topsoil 7.5.1 Topsoil shall be stripped off of road right-of-ways and trenching areas to its full

depth and stockpiled in a location approved by the Town. 7.6 Right-of-Way Grading 7.6.1 The grading of the streets and lanes shall be compatible with the overall grading

of the lots and public lands within the subdivision. 7.6.2 The area between the back of curb or sidewalk and the property line shall be

graded to provide a uniform slope (minimum of 2%) from the top of curb or top of back of sidewalk to finished grade at the property line. Slopes greater than 4:1 will not be permitted.

7.6.3 The area between backslope of the ditch and property line shall be graded to

provide a uniform slope from the top of the ditch backslope to finished grade at the property line as established on the lot grading plan.

7.7 Subgrade Construction 7.7.1 The subgrade shall be excavated or filled to the required grade over the full width

of the carriageway. Where earth fill is required it shall be placed in lifts not exceeding 150 mm (6 inches) in depth and each lift shall be thoroughly compacted to a minimum of 98% of Standard Proctor Density to within 300 mm of finished subgrade elevation and the top 300 mm to be compacted to 100% S.P.D.; or as outlined by a geotechnical report.

7.8 Pavement 7.8.1 Pavement Structure



.1 The Geotechnical Report for the proposed project will be submitted to the Town Engineer for review as part of the overall submission.

.2 The Geotechnical Report must include specific recommendations for pavement

structure construction on insitu conditions and projected traffic volume. The stronger of the 20 year structures recommended by the Geotechnical Consultant.

.3 The table indicates the “normal minimum thickness” of granular and asphaltic

concrete materials required for each street classification. Note that a minimum subgrade preparation of 150 mm is required in every case. The subgrade and base gravel must be compacted to 100% Standard Proctor Density. Paved roadways shall be designed in accordance with the Asphalt Institute method of pavement design using minimum design loadings of 8165 kg (18,000 pound) axle loads for local and minor streets and 10,886 kg (24,000 pound) axle loads for collector streets. All arterial roads shall be designed using a minimum design loading of 10,886 kg (24,000 pound) axle loads. The design parameters such as traffic count, percentage of trucks, California Bearing Ration (CBR), etc., are to be outlined to the Town. The Town reserves the right to request the Developer to engage a geotechnical engineering agency to carry out CBR tests on the subgrade prior to paving to confirm adequacy of design.

7.8.2 Normal Minimum Design Table: Street Classification Full Depth Asphalt Granular Base .1 Minor Local 50mm Asphaltic Concrete Surface 75mm Asphaltic

Concrete Surface 100m Asphaltic Concrete Base 200mm of 20mm Granular

Base .2 Local 75mm Asphaltic Concrete Surface 75mm Asphaltic


Base .3 Collector 100mm Asphaltic Concrete Surface 100mm Asphaltic

Concrete Surface 125m Asphaltic Concrete Base 275mm of 20mm Granular Base

.4 Arterial 150mm Asphaltic Concrete Surface 150mm Asphaltic


Base



7.8.3 Asphalt Surface .1 Asphalt Surface shall not be placed until the base course has been inspected and

approved by the Consulting Engineer. Asphalt materials, mixing, spreading and rolling shall conform to good practice using ATU’s Standards as a guideline).

a) Manholes, water valve boxes and catch basins are to be raised to finished

grade prior to paving operations. The contractor is fully responsible to ensure that all manholes, water valves and catch basins are left in the same condition prior to the work in the contract.

b) No paving is to be done when the atmospheric temperature is lower than 2

degrees celsius or if the surface is frozen unless directed by the Town Engineer.

.2 The asphalt hot mix concrete pavement shall meet the following test requirements

based on the 75 Blow Marshall Method for heavy traffic areas and 50 Blow Marshall method for light/medium traffic areas:

Property

Sand Base

Course

25 mm Base

Course

Surface Course

Compaction blows on each face of test specimens

50

75

75 Minimum Marshall stability at 60oC Kn

3.5

4.0

5.4 Flow value mm 5.0 max. 2 - 4 2 - 4 Air voids in total mix

3% - 12%

3% - 8%

3% - 5%

Voids in mineral aggregate

16% min.

13% min.

15% min.

.3 All asphaltic concrete to be compacted to 98% density and densities are subject to

normal reduction clauses for deficient areas. .4 Asphalt Concrete Thickness - For areas deficient in thickness, monies shall be

accrued to the Town as follows:

Areas deficient in thickness by more than 15 mm will not be accepted. For areas deficient in thickness by more than 5% of the total design

thickness and less than 15 mm, the Town shall receive an amount calculated by the following formula:

Amount to Town = [1 - (actual thickness)2 ] X Current ACP Price (specified thickness)2



The Current ACP Price shall be determined based on recent similar work performed in the Town.

.5 (a) Asphalt Density - All asphaltic concrete to be compacted to 98% of density obtained with field Marshall specimens prepared from the samples of mixture being used.

(b) For areas deficient in density, monies will be accrued to the Town as follows:

Density Fraction of Current ACP Price

97.50 to 97.99% 0 97.00 to 97.49% 1% 96.50 to 96.99% 4% 96.00 to 96.49% 9% 95.50 to 95.99% 16% 95.00 to 95.49% 25% 94.00 to 94.99% 100% Less than 94.0% Asphaltic concrete to be removed

(c) The current ACP price shall be determined based on recent similar

work performed in the Town. (d) Forwarding monies to the Town for deficient asphalt does not relieve

the Contractor of the Contract Maintenance requirements.

7.9 Graveled Road Surface 7.9.1 Design .1 A specified rate of gravelling shall be required for each road in the subdivision.

Soil conditions may vary, resulting in a gravelling rate adjustment. A minimum of 150 mm (6 inch) thickness of traffic gravel is to be used or as specified by a Geotechnical Report in order to meet the required road cross section depths for the traffic loadings.

7.9.2 Material .1 Material to be used as road gravel will be subject to the approval of the Town.

The bottom lifts shall be 50 mm (2 inch) minus gravel with the top lift being 25mm (1 inch) minus gravel. The gravel shall be well graded, crushed gravel, free from roots, sods and other deleterious material and shall contain sufficient binder material. Material shall be spread over the prepared subgrade to the width of the proposed carriageway.



7.10 Lanes 7.10.1 Paved lanes shall be constructed to the same standard as paved streets. 7.10.2 Gravelled lanes shall have a minimum 150 mm subgrade preparation compacted

to 100% S.P.D. and surfaced with a minimum of 150 mm of 25 mm crushed gravel to 100% S.P.D., spread over the entire width.

7.10.3 Graveled lanes to be paved for 6.0 m from the back of the sidewalk. 7.10.4 Lane cross sections to be built to the same equivalent standards as the roadways

within that area. 7.11 Driveways 7.11.1 The Developer shall coordinate the location of all hydrants, light standards,

service pedestals, transformers, etc. so as to eliminate any conflicts with existing or proposed driveway locations. All such structures to be 1.8 m clear of all driveways.

7.12 Geotextiles 7.12.1 The use of engineering fabrics or geotextiles may be considered where certain

ground conditions warrant for subgrade and base construction preparation techniques.

7.12.2 The Developer’s Engineer is to submit the proper engineering designs to the

Town for approvals prior to their use in the field, with reasons outlining the necessity of using such materials.



SECTION 8.0 CURBS AND GUTTERS

8.1 Type and Location

8.1.1 Curb and gutter shall be constructed on both sides of all carriageways as follows: .1 Local Residential Streets - rolled face curb and gutter

.2 Collector Streets - rolled face curb and gutter in residential and vertical face curb and gutter with when specified in commercial/industrial areas.

.3 Arterial Streets - vertical face curb and gutter. .4 Commercial/Industrial Streets - Rolled face curb and gutter. Vertical face curb

and gutter will be used under certain circumstances.

8.1.3 Vertical face curb and gutter shall be constructed adjacent to parks and public reserves or the curb should match local construction.

8.1.4 Curb returns at street intersections shall be construction to a minimum radius of 7.5 metres in residential and 15.0 meters in commercial areas, or as specified by the Town.

8.2 Rural Roadways

8.2.1 Curb and gutter will not be required on roadways designed on a rural cross section basis. 8.3 Concrete

8.3.1 Concrete shall be 5-7% air entrainment with a minimum twenty-eight day compressive strength of 25 mPa (3600 psi), using sulphate resisting cement.

8.3.2 Use of fly ash will not be permitted; and supplementary cementing materials and their

use requires the Town’s approval. 8.3.3 The concrete shall be coated with an approved liquid curing compound and sprayed

evenly over the surface as recommended by the manufacturer. 8.3.4 Calcium Chloride for cold weather protection will be permitted with the Town’s

approval, and must conform to A.S.T.M. D98 with a maximum amount of 2% by weight of cement.

8.4 Swale Gutters The use of swale gutters shall be minimized and limited to local streets only.

Swale gutter cross section shall be a minimum of 1.5 meters wide and 200 mm thick with steel reinforcing (as per standard drawing).



8.5 Reinforcing Steel All curb and gutter driveway crossing shall be reinforced with a minimum of two 10 M rebar (or

equivalent steel reinforcement). Cold joints shall be doweled and reinforced with two 10 M rebar. 8.6 Contraction Joints Transversal contraction joints shall be formed at the beginning and end of driveway sections.

Town of Whitecourt Page 9 - 1 Design Standards For Local Improvements Sidewalks


SECTION 9.0 SIDEWALKS

9.1 Requirements

9.1.1 Sidewalks shall be provided along both sides of all streets unless otherwise agreed to in the Development Agreement.

9.1.2 Sidewalks along arterial roads shall be separate from the curb by a minimum

distance of 1.5 m. Sidewalks along other types of roads shall be monolithic curb and gutter and sidewalk.

9.1.3 Walkways shall be provided as indicated in Section 10.7.

9.2 Dimensions

9.2.1 The minimum sidewalk width shall be:

a) 1.25 m from back of curb to back of sidewalk for local and minor local roadways.

b) 1.50 m from back of curb to back of sidewalk for collector

roadways. c) 1.50 m for arterial roadways (separate walkway)

9.2.2 All lane crossings (commercial, public or institutional) shall be a minimum of 180 mm thick and reinforced with steel rebar or equivalent wire mesh.

9.3 Ramps

9.3.1 Ramps shall be provided in accordance to the attached drawing.

.1 At designated pedestrian walkways and crosswalks.

.2 On all public walkways located at street intersection corners.

.3 Where steps or steep grades exist, ramps shall be constructed with 10% maximum

slope.

.4 The number of ramps and their locations shall be indicated on the design drawings.

9.4 Finishing

9.4.1 Sidewalks shall be edged and broom finished.

9.4.2 Contraction joints shall be made every 1.5 meters alternating 13 mm deep for

surface joints and 40 mm deep for construction joints, on either side of driveways,

Town of Whitecourt Page 9 - 2 Design Standards For Local Improvements Sidewalks


at every point of change in direction and around lamp poles and other structures. Joints in monolithic sidewalks shall coincide with joints in the curb and gutter.

9.5 Concrete

9.5.1 Refer to Section 8.3 as for Curbs and Gutters

9.6 Service Connections

9.6.1 The location of each service connection shall be marked at the back edge of the

sidewalk or curb with the letters “C.C.” to be stamped into the fresh concrete with an approved, manufactured tool. The letters shall be readable from the street side.

9.7 Cold Joints

9.7.1 Cold joints shall be doweled and reinforced with four 10 M rebar.

9.8 Grades

9.8.1 Sidewalk cross-slopes down to the curb shall be consistent within 2% to 3%

minimum - maximum limits except at lanes and crossings.

9.9 Base

9.9.1 Subgrade shall be cut or filled to the required grade and section of sidewalk.

9.9.2 Where fill is required, it shall consist of approved material compacted to minimum of 98% Standard proctor Density (ASTM D698).

Town of Whitecourt Page 10 - 1 Design Standards For Local Improvements Landscaping


SECTION 10.0

LANDSCAPING

10.1 Areas

10.1.1 Areas within the subdivision to be landscaped are boulevards, buffer strips, utility lots, walkways, all drainage ditches, including roadway ditches and reserves.

10.2 Scope

10.2.1 Landscaping shall include the following:

.1 The final grading of the areas to comply with the Lot Grading Plan.

.2 The placing and spreading of a minimum 150 mm topsoil.

.3 The cultivation of the area and the planting of it to grass.

.4 The planting of shrubs, trees and flower beds all in accordance with the

Development Agreement and landscaping plans. 10.3 Grades

10.3.1 Boulevards and buffer strips shall be graded to drain over the curbs into the street

gutters.

10.3.2 Reserves shall be graded to drain over the adjacent curbs into the street gutters or into catch basins within the reserve, or into adjacent drainage parkways.

10.4 Grading

10.4.1 Designated reserve areas within the subdivision area shall be pregraded, filled to

final grade to provide a minimum 150 mm (6 inch) of topsoil and seeded to a suitable variety of grass approved by the Town.

10.5 Trees

10.5.1 The planting of trees and/or shrubs within boulevards, buffer strips and reserves

shall be as specified in the Development Agreement and shown on the approved plans.

10.5.2 The tree density and layout shall be compatible with the intended use of the

reserve and in accordance with the landscaping plans.

10.5.3 Shrubs shall be bush type shrubs a minimum height of 1.0 m (3.3 feet) and trees a minimum height of 2.0 m (6.6 feet).

Town of Whitecourt Page 10 - 2 Design Standards For Local Improvements Landscaping


10.5.4 The variety of trees shall be a mix of local evergreens, local deciduous,

ornamental trees and ornamental shrubs. Native trees within the subdivision are to be preserved to the maximum extent possible.

10.6 Utility Service

10.6.1 Depending upon local use and requirements, one sanitary sewer and one water

service, complete with surface connection, shall be installed at an approved location to each designated reserve area involving playground or public use. Sanitary services may not be required based on the practicality of providing the service.

10.6.2 One water service only, complete with surface connection for irrigation purposes,

is required for ornamental parks.

10.6.3 Water service is to be a minimum of 25 mm diameter and the sanitary sewer is to be a minimum of 100 mm (4 inch) diameter.

10.6.4 Area lighting or power, to be provided by the Developer, may be required

depending upon the designated use of the park area. 10.7 Walkways

10.7.1 Walkways as approved and designated on the landscaping and lot grading plans

shall be constructed by the Developer a minimum of 1.5 meters wide with a minimum gravel base of 150 mm of 20 mm crushed gravel and a minimum asphaltic surface of 50 mm, or as otherwise approved by the Town.

10.7.2 Walkways shall be constructed in accordance to the attached drawing and to the

same standards as for roadways. 10.8 Barriers

10.8.1 Barriers shall be provided by the Developer at locations as indicated on the

approved landscaping and lot grading plans and in accordance to the attached standard drawing.

Town of Whitecourt Page 11 - 1 Design Standards For Local Improvements Street Lighting

Revised January 1999 Design Std./Section 11.0

SECTION 11.0 STREET LIGHTING

11.1 Requirements

11.1.1 All residential areas require street lighting. The street lighting requirements for non-residential areas will be evaluated on case by case basis.

11.2 Installation 11.2.1 High Pressure Sodium street lighting shall be arranged for and coordinated by

the Developer with the local utility company.

ll.2.2 Street light cables shall be installed underground with acceptable type of steel post street lights complete with fixtures. The accepted standard is to be maintained except in approved areas.

11.2.3 The location and density of street lights shall be such to provide the minimum lighting levels as designed by the Transportation Association of Canada T.A.C.) 11.2.4 The Town will entertain proposals from the Developer for street lighting requirements and designs which recognize and result in energy conservation. 11.3 Location 11.3.1 The street lighting layout and location of the buried and overhead lines shall be approved by the Town. 11.3.2 Street lights shall be placed at locations not interfering with proposed driveways and shall be located in line with the extension of common property lines between two lots. 11.3.3 The face of the posts shall be at least 1.5 m (5 feet) clear of the face of the curb. 11.3.4 Street lighting for internal parks that do not abut onto a lighted street may be required and the Developer shall determine this in conjunction with the Town’s review and approval procedures.

Town of Whitecourt Page 12 - 1 Design Standards For Local Improvements Traffic Control Devices & Street name Signs


SECTION 12.0 TRAFFIC CONTROL DEVICES AND STREET NAME SIGNS

12.1 General

12.1.1 The Developer, or his Engineer, shall prepare on overall plan of the subdivision on which is shown proposed traffic signs, traffic control devices and street name signs.

12.1.2 This plan shall be submitted to the Town for review with the detail design

drawings. 12.2 Traffic Control Devices

12.2.1 Standard traffic control devices, including signs and crosswalks, shall be provided

by the Developer and shall be in accordance with the “Manual of Uniform Traffic Control Devices” of the Transportation Association of Canada (TAC).

12.3 Street Name Signs

12.3.1 Reflectorized street name units, of the type and colour satisfactory to the Town,

shall be constructed of extruded aluminum.

12.3.2 Fastening brackets shall be part numbers ID25 and ID26, as per Alberta Traffic Supply Ltd., or an approved equivalent.

12.3.3 Street name signs are to be mounted on 60 mm (2 3/8 inch) diameter metal posts

with break-away flanges/vandal proof tops and shall be installed by the Town as per Approved Traffic Control Devices and Street Signs design drawing.

12.4 Supply, Installation and Costs

12.4.1 The Town will coordinate the supply and installation of the necessary traffic

signs, traffic control devices and street name signs.

12.4.2 The Developer shall be responsible for the costs for the supply of the necessary signs and devices, and the Town shall be responsible for the costs of the installation.

Town of Whitecourt Page 13 - 1 Design Standards For Local Improvements Gas, Power, Telephone & Cablevision Services


SECTION 13.0 GAS, POWER, TELEPHONE AND CABLEVISION SERVICES

13.1 Installation

13.1.1 The gas, power, telephone and cablevision services to be installed shall be arranged and coordinated by the Developer with the respective utility companies.

13.1.2 All layouts and installations shall be subject to the approval of the Town as per

Section 1.5. Alignments shall be as indicated in Appendix B unless approved otherwise by the Town.

13.1.3 In residential areas all main lines and service connections, including power

service connections shall be installed underground from the main lines to the buildings. Servicing in non-residential areas will be evaluated on a case-by-case basis.

13.1.4 Any cost for these services charged by the respective utility companies shall be

paid by the Developer. 13.2 Right-of-Ways

13.2.1 The Developer shall provide either registered right-of-ways or registered

easements in the name of the Town for the purpose of accommodating the utility services.

13.2.2 Easements shall be registered on each individual lot prior to the sale of any lot in

the development area.

Town of Whitecourt Page 14 - 1 Design Standards For Local Improvements Survey Control Network


SECTION 14.0 SURVEY CONTROL NETWORK

14.1 Installation

14.1.1 The Developer shall be responsible for the design and installation of the required system of survey control monuments within the developed area.

14.1.2 A registered Alberta Land Surveyor shall be retained to design and install the

system in accordance to density requirements set out by Alberta Transportation and Utilities, Surveys and Property Branch.

14.2 Acceptance

14.2.1 After completion of monumentation, a letter certifying acceptance of the system

from Alberta Transportation and Utilities shall be forwarded to the Town. 14.3 Replacements

14.3.1 The Developer shall undertake to preserve all existing and new monuments, and

duly replace any disturbed or destroyed monuments at as close a location to the original as possible.

SCALE:

REVISIONS

APPROVED:

DATE:

N.T.S.

STD. DWG. No.

F-01

Date Details

Town of Whitecourt

NOVEMBER 2002SAG I TAWAH

TRUOCETIHW

SERVICE RECORD

ACH 02-11-28 F-01.DWG

02-11-28 DESIGN STANDARD UPDATE

NUMBER ADDRESS LOT BLOCK PLAN DEVELOPMENT

XXX XXX XXX XXX XXX XXX

ROLL NUMBER

XXX

DESIGNATE NORTH WATER SANITARY

INSTALLED:

SERVICE SIZE

SERVICE TYPE

DIST FROM P TO MAIN

DIST FROM P TO CC

TYPE OF CC

TYPE OF SADDLE

MAIN SIZE

TYPE OF ROAD SURFACE

WATER TABLE DEPTH

SOIL LOG

INSTALLED:XXX XXX

MAIN SIZE

TYPE OF ROAD SURFACE

WATER TABLE DEPTH

SOIL LOG

SERVICE SIZE

SERVICE TYPE

L

L

DIST FROM P TO MAINL

RISER HEIGHT

FITTING AT MAIN

DEPTH AT P

DIST TO D.S. MH

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

XXX

REMARKSREMARKS

L

town of whitecourt design standards

Documents

design standards

design std

final design review

local conditions

general conditions page

abandoned mains

construction approval

construction site safety