Town bylaw 996: Bylaw No. 996, 2021, Town of Princeton Subdivision and Development Servicing Schedule G Servicing Standards

SCHEDULE G

SUBDIVISION AND DEVELOPMENT

SERVICING STANDARDS

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS

TABLE OF CONTENTS

- GENERAL REQUIREMENTS ................................ ................................ ........... 1 - ROADWAYS AND WALKWAYS ................................ ................................ ....... 6 - WATER SYSTEMS ................................ ................................ ..........................20 - SANITARY SEWERS ................................ ................................ ......................31 - STORMWATER MANAGEMENT................................ ................................ .....39 - LIGHTING ................................ ................................ ................................ ........53

– ELECTRICAL, COMMUNICATIONS AND GAS ................................ ..............57

- STANDARD DRAWINGS ................................ ................................ ................59 - APPROVED PRODUCTS LIST ................................ ................................ .......61 - STANDARD DOCUMENTS ................................ ................................ ...............62

SCHEDULE A - DEVELOPMENT AGREEMENT DOCUMENT ................................ .....................62

SCHEDULE B - STANDARD STATUTORY RIGHT-OF-WAY DOCUMENT ................................ ....70

SCHEDULE C - CONFIRMATION OF PROFESSIONAL ASSURANCE ................................ ..........75

SCHEDULE D - PROFESSIONAL FIELD REVIEW AND COMPLIANCE FORMS .............................79

SCHEDULE E - CONSTRUCTION COMPLETION CERTIFICATE ................................ ................85

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS

LIST OF TABLES

Table 2.1 Roadway General Requirements ................................ ................................ ................ 6 Table 2.2 Road Design Speed ................................ ................................ ................................ ... 6 Table 2.3 Minimum Centreline Radius ................................ ................................ ....................... 7 Table 2.4 Road Grades ................................ ................................ ................................ .............. 8 Table 2.5 Minimum K Values for Vertical Curve Design ................................ ............................... 9 Table 2.6 Intersection Curves ................................ ................................ ................................ ...10 Table 2.7 Panhandle Lot Driveways ................................ ................................ ..........................12 Table 2.8 Minimum Pavement Structures ................................ ................................ ..................13 Table 2.9 Granular Sub-Base Gradation Limits ................................ ................................ .........14 Table 2.10 Crushed Base Gradation Limits ................................ ................................ ...............15 Table 3.1 Population Equivalents ................................ ................................ .............................. 21 Table 3.2 Minimum Fire Flow Requirements ................................ ................................ .............21 Table 3.3 Class ‘B’ Pipe Bedding Gradation Limits ................................ ................................ ...27 Table 4.1 Population Equivalents ................................ ................................ .............................. 31 Table 4.2 Pipe Sizes and Minimum Grades ................................ ................................ ..............32 Table 4.3 Sanitary Sewer Main Vertical Tolerance Limits ................................ ..........................36 Table 4.4 Air Test Times ................................ ................................ ................................ ...........37 Table 4-5 Acceptable Ponding in Gravity Sewers ................................ ................................ ......38 Table 5-1 Minimum Inlet Time ................................ ................................ ................................ ..45 Table 5.2 Runoff Coefficients ................................ ................................ ................................ ....47 Table 5.3 Manning’s Formula Roughness Coefficients ................................ .............................. 47 Table 5.4 Minimum Drainage Pipe Diameters ................................ ................................ ...........48 Table 5.5 Typical Values for Coefficient of Permeability ................................ ............................49 Table 6.1 Illumination Requirements ................................ ................................ .........................53 Table 9.1 Approved Products List ................................ ................................ ............................61

LIST OF FIGURES

Figure 5.1 Rainfall Intensity, Duration, Frequency Design Curves ................................ .............45

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 1

GENERAL REQUIREMENTS

- GENERAL REQUIREMENTS

1. GENERAL

Interpretation “Applicant” means a person applying for the approval of a subdivision, a development permit, or other documents, whether as the owner, or an authorized agent for the owner, of the property proposed to be developed.

“Council” means the Council of the Town of Princeton.

“Developer” means the owner or agent of the owner of land in respect of which a subdivision or development application has been submitted to the Town.

“Gradient or Grade” expressed as a percentage is determined by dividing the vertical height from the lowest to highest elevation on the parcel by the horizontal distance between the lowest and highest point.

“Owner” means the registered Owner of the site being developed or his duly authorized agent.

“Professional Engineer” means a person who is registered or duly licensed as such under the provisions of the Engineers and Geoscientists Act of British Columbia.

“Superintendent” means the Public Works Superintendent appointed by council to direct the operations of the public works department or a person designated by the Superintendent to act in his or her absence.

“Town” means the Town of Princeton.

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GENERAL REQUIREMENTS

Professional Design and Review These Subdivision and Development Servicing Standards are to be used as a guide and represent the minimum requirements for subdivision and development services design. These standards are not intended to be a substitute for sound engineering knowledge and experience. In spite of these standards, the Developer and their Professional Engineer remain fully responsible for the design and construction of the infrastructure and utilities according to good engineering standards adequate to address the specific needs and site conditions of their project. If criteria are not covered in these standards, then the design criteria shall be in accordance with good engineering practice, as determined by consultation with the Professional Engineer and the Superintendent. All applications for development shall include a letter of commitment from the applicant in the format set out in SCHEDULE C, that a Professional Engineer has been engaged to carry out all necessary design works and undertake all field services for the development. The applicant shall engage a Professional Engineer to carry out all necessary field reviews and inspections during the construction of works and services required as a condition of development approval. The Professional Engineer shall submit a letter of commitment by engineer in the format set out in SCHEDULE C certifying that the works and services will be carried out in compliance with the Subdivision Servicing and Works Standards Bylaw and the approved plans, drawings and supporting documents submitted in support of the development application. Alternative Standards The Professional Engineer is encouraged to seek innovative and superior solutions where appropriate. A consultant who wishes to adopt criteria not specifically included in or variant from those within this design standard shall justify the proposed change in a letter/ report prepared, signed and sealed by a Professional Engineer. Submissions must demonstrate that the proposed change is equivalent to or better than these standards. Revisions to the Design Specifications The criteria and design parameters con tained in this manual are subject to constant review and re-evaluation and the Superintendent may initiate revisions or additions to these criteria as and when deemed necessary. Subdivision Application The applicant may request a Preliminary Layout Approval for any a proposed subdivision.

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GENERAL REQUIREMENTS

Every application for Preliminary Layout Approval shall contain the following information: Applicant’s name and postal address; Owner’s name and postal address, if different from applicant; Legal description and civic addr ess of the parcel proposed for development; Proposed use of each parcel after development; Existing use of property, zoning, and Official Community Plan designation; and Whether the proposed development will be constructed in phases. Each application shall be accompanied by the following: Four copies of a subdivision plan clearly indicating: • The scale of the plan and the direction of North; • The location, dimensions, areas and boundaries of all existing and proposed parcel(s); • Full legal description of the parcel(s) proposed for development and all adjacent properties; • Location and dimensions of any existing buildings and their setbacks from existing and proposed property lines; • The arrangement of the parcels of land in relation to any roads which will be created or eliminated by the subdivision; • Utility and other rights-of-way located and identified; • The location of water courses, ravines, steep slopes and other pertinent topographical features; and • The boundaries of each phase if the proposed development is to be completed in phases. One copy of the subdivision plan reduced to ledger (11” x 17”). Evidence that the applicant is the owner of the land or has been authorized by the owner to make a development application. A current copy of the Certificate of Title of the property. Copies of all relevant charges registered on the title of the subject property (covenants, rights-of-way, easements). All applicable application fees. Where a development requires the extension of a road or municipal services, the Superintendent may also require: • A topographic survey of the overall development area, extending a minimum of 50 m beyond the subject parcel with 1 m contours; • A preliminary road alignment and parcel concept plan showing how development lands, and lands beyond the development boundaries, will be serviced;

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GENERAL REQUIREMENTS

• A drainage plan showing the flood plain, existing drainage courses, and conceptually how drainage will be accommodated through the site; • A development servicing concept plan showing the preliminary sizes and alignments of watermains, sanitary and storm sewers. The direction of sanitary sewage and storm drainage flows should also be shown.

2. DRAWING STANDARDS

Requirements These requirements pertain to the preparation of drawings for: sanitary sewers, storm sewers, water, underground power, telephone, other shallow utilities, street lighting, roads, curbs and gutters , sidewalks, culverts, and other permanent structures. Where no standard is defined for the preparation of a drawing to portray a particular service, structure, or other items, instructions and requirements may be obtained by discussion with the Superintendent, or his appointed representative. All drawings shall bear the seal of a Professional Engineer. Design Drawings Design drawings must be approved by the Superintendent prior to the commencement of construction or installation of any works or services. Together with the submission of design drawings to the Superintendent for approval, the applicant shall provide copies of written approvals from Provincial and Federal government agencies which have jurisdiction related to the works and services proposed. A sample of a prepared plan/ profile sheet and Standard Drawings are available by contacting the Town. The sheets shall generally conform to: Sheet size of 914 mm x 610 mm (Arch D sheet size); Title Block located along the right side of the sheet; North arrow close to the top right hand side of the sheet; Record Drawings Record plans are to be completed and approved by the Superintendent before securities are released. Record drawings are to be submitted within six (6) weeks of the completion of works and services shown on the approved design drawings. The record drawing package shall include: 2 sets of sealed paper prints; 1 set of AutoCAD files; and, 1 set digital Adobe (.pdf) files.

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GENERAL REQUIREMENTS

Service Cards A service card shall be provided for each lot in the format as shown in the Standard Drawings. The service card provides dimensions for each service from the closest property corner. Documentation to Support Application for Final Approval Supporting documents to an application for final approval and acceptance of the works and services by the Town shall include: completion certificate; record drawings consistent with the requirements of 2.3; service cards consistent with the requirements of 2.4; copies of all approvals from regulatory agencies; copies of materials and quality control test reports; copies of infrastructure test reports confirming compliance with these standards; video inspection reports including video on a CD or USB of sanitary and storm sewers; copies of approved shop drawings; and operation and maintenance manuals.

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ROADWAYS AND WALKWAYS

- ROADWAYS AND WALKWAYS

1. DESIGN CRITERIA

Standards All road designs shall utilize information contained in the current edition of the Transportation Association of Canada Geometric Design Guide for Canadian Roads. Standards for roadway classification are tabulated in Table 2.1. Table 2.1 Roadway General Requirements Road Classification Right-of- way Width (m) Asphalt Surface Width (m) Curb Type Sidewalks/ Multiuse Path (m) Local Residential (low traffic volume) 18.0 8.6 Mountable concrete Yes Collector 20.0 10.6 Barrier (standard) concrete Yes Rural 18.0 8.6 Ditches as required Where specified Industrial 20.0 10.6 Ditches as required Where specified Pedestrian Walkway/ Multiuse Path 3.8 n/a n/a Min 3.0 concrete or asphalt Design Speed The design speeds to be used for roadways shall be as in Table 2.2. Table 2.2 Road Design Speed Standard Drawing No. Road Classification Design Speed R-2, R-3, R-4 Residential and Rural 50 km/hr R-1 Collector 60 km/hr Horizontal Alignment The horizontal centreline alignment of the road will be located on the centreline indicated on the Standard Drawing, unless approved otherwise by the Superintendent. The minimum required centreline radius for various superelevation rates for each classification of roadways are described in Table 2.3.

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ROADWAYS AND WALKWAYS

Table 2.3 Minimum Centreline Radius Standard Drawing No. Road Classification Horizontal Curve Radii (m)* Superelevation (m/m) None 0.02 0.04 0.06 R-2, R-4 Residential and Rural 95 N/A N/A N/A R-1, R-3 Collector 160 140 130 N/A *Note: Radius may be reduced at the discretion of the Superintendent Vertical Alignment The vertical alignment of a road shall be designed such that driveway grades to adjacent properties shall be in accordance with 1.13. The minimum longitudinal gradient at the gutter line shall be 0.50% for all classifications of roads. The minimum longitudinal gradient around cul -de-sacs shall be 0.75%. The maximum longitudinal gradient of cul-de-sac bulbs shall be 5%. When the road grade to a cul -de-sac is negative (downhill), the longitudinal gradient of the first 50 m of roadway uphill from the cul- de-sac bulb shall not exceed 5%. The maximum longitudinal gradient (downhill) for the remainder of the cul de sac shall not exceed 8.0%. When the road grade to a cul -de-sac is positive (uphill), the longitudinal gradient shall not exceed 10.0%. The length of a transition from a normal crowned road cross section to a section of road where there is superelevation or cross-fall shall, in no case, be less than 70 m for a 50km/h design speed. Minimum and maximum road centreline grades shall conform to Table 2.4 based on the classification of the road.

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ROADWAYS AND WALKWAYS

Table 2.4 Road Grades Standard Drawing No Road Classification Minimum Grade Maximum Grade R-2, R-4 Residential and Rural 0.5% 10.0% R-1, R-3 Collector and Industrial 0.5% 8.0% R-7 Cul-de-Sac (entry downhill) 0.5% 8.0% R-7 Cul-de-Sac (entry uphill) 0.5% 8.0% R-7 Cul-de-Sac (bulbs) 0.5% 5.0% R-5 Lane 0.5% 8.0% R-6 Multi-Use Pathway 0.5% 15.0% Note: Maximum grades are to be reduced by 1 .0% for each (or part of each) 3 0 m that the centreline radius is less than 150 m. Vertical Curves Vertical curves shall be designed to provide safe stopping sight distances. Minimum stopping sight distance is the least distance required to bring the vehicle to a stop under prevailing vehicle and climatic conditions. Vertical curves shall be provided at all grade changes greater than 1.0%. Vertical curve length is calculated by the equation: L = K ∗ A; Where; L = Length of the vertical curve in metres; K = A constant related to lines and geometry of a parabolic curve; and A = Algebraic difference in grades in percent. The length (L) shall not be less than the design speed in kilometres per hour. Minimum K values (in metres) for vertical curve design shall be as described in Table 2.5.

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ROADWAYS AND WALKWAYS

Table 2.5 Minimum K Values for Vertical Curve Design Standard Drawing No Road Classification Crest Curve Minimum Sag Curve With Lighting No Lighting R-2, R-4 Residential and Rural 8 6 11 R-1 Collector 15 10 20 Intersections In the design of all road intersections, including those with lanes and pathways, the applicant’s Professional Engineer shall give consideration to providing adequate decision sight and stopping distances for conflicting traffic streams involving pedestrians, bicycles and/or vehicles. Intersections shall be designed as follows: Intersecting roads shall meet substantially at right angles (between 70 degrees and 110 degrees); Jogs in roadway alignment at intersections shall be avoided except where the distance between centrelines is sufficient to ensure traffic safety. Intersections having more than four intersecting legs shall not be permitted; A property line cut -off of 5.0 m x 5.0 m shall be provided at all intersections. Intersection Grades Approach grades for a crest curve of minor roads at intersections to major roads shall not exceed 75% of the maximum grade allowed for that road classification. The minor road shall be designed to intersect the major road with a vertical curve of minimum length required for that road classification. The vertical curve shall terminate at the projected curb line of the major road using K values as described in Table 2.6.

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ROADWAYS AND WALKWAYS

Table 2.6 Intersection Curves Standard Drawing No. Intersecting Road Minimum K Value (in metres) Crest Curve Sag Curve R-2, R-4 Residential and Rural 4 (1) R-1 Collector 7 (1) (1) Approach grades for a sag curve of minor roads at intersections to major roads shall be designed to provide a maximum gradient of 3.0% at a point 15 m from the projected curb line of the major road. Reverse Curves If reverse curves are required in a roadway alignment, the Superintendent may require that they be separated by means of tangents of sufficient length to allow superelevation rotation. Cross-fall Minimum road cross-fall shall be 2%, and maximum road cross-fall shall be 3%. Curb Returns Curb return radii shall conform to the following minimums and be based on the classified Roadway: Residential 8.0 m Collector 10.0 m Curb returns located on roads within commercial areas may require a larger radius to facilitate truck and bus traffic. W here angular deflections occur in a roadway alignment, the Superintendent may require the angle be replaced by a curve of suitable radius. Wheelchair Ramps Wheelchair ramps shall be provided at all intersections on roads provided with sidewalks and/or multiuse paths . Wheelchair ramps shall be constructed consistent with the Standard Drawings. Pathways and Fences Pathways shall be provided where the Town deems them to be necessary to provide access through a development to schools, parks, playgrounds, commercial areas or other community facilities, or for the safe and efficient circulation of pedestrian and bicycle traffic.

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ROADWAYS AND WALKWAYS

The Town may require pathways to be chain link fenced complete with privacy slats for their full length on both sides. The minimum height shall be 1.5 m but may vary at the discretion of the Superintendent according to individual situations. Driveways and Crossovers Each property shall only have one driveway access, unless there is a demonstrated need and approval is obtained from the Superintendent. At the discretion of the Superintendent, at the time of subdivision, a registered covenant may be required describing r equirements for access. The driveway shall be located to access the lane or road of the lower classification when a lot abuts a lane or road of different classification. At the discretion of the Superintendent, access to large parking areas shall be by curb returns rather than a driveway letdown. The Superintendent may require deceleration and acceleration lanes for access off major roads for safety reasons and to minimize disruption to traffic flows. Driveway access grades shall be designed to permit the appropriate vehicular access for the zone, without “bottoming -out” or “hanging -up”. From edge of pavement or back of curb to property line, the driveway grade shall not exceed 2%. Beyond property line, the maximum allowable driveway grade is 12%. The edge of any driveway shall be located a minimum of 2 m from hydrants, poles, street lights, street signs or boulevard trees. Generally, driveways: a) Surface water from driveways on private property must be contained on-site, unless otherwise approved in writing by the Superintendent; b) The finished elevation of the driveway at the road property line shall not vary more than 150 mm from the elevation of the centreline of the existing road, unless otherwise approved in writing by the Superintendent. Panhandle Lots Panhandle lots are generally not permitted, however if required to efficiently develop a parcel of land they shall conform to current council policy and the minimum widths for driveway access to any road from a residential development shall be in accordance with Table 2.7:

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Table 2.7 Panhandle Lot Driveways Number of Residential Units Served Length of Panhandle Driveway Minimum Unobstructed Driveway Pavement Width Minimum Property Width of Driveway 1 any 3.5 m 5.0 m 2 any 3.5 m 6.0 m Road Right-of-Way Requirements The tops of road cuts and the toes for road fills that are outside of the standard road right-of-way widths shall be identified and legally protected by additional road right-of-way dedication or statutory right-of-way. Mail Boxes Where required by Canada Post, a concrete base shall be constructed for future mail boxes in the location specif ied by Canada Post and approved by the Superintendent. Where required pullout and pedestrian facilities are to be provided. Canada Post shall be contacted for location and design guidelines. Street Names and Traffic Signs Street name signs and traffic sign s required as a result of constructing or improving roads shall be provided by the Town at the expense of the Developer. Street names shall be assigned by the Town. Appurtenances The applicant’s Professional Engineer shall detail on the design drawings the location of all proposed traffic islands, retaining walls, guardrails, and permanent barricades. These structures shall be designed in accordance with good engineering practices. The top of escarpments, rock cuts , and retaining walls constructed on or adjacent to proposed roadways shall have railings or handrails. The design should show the location of all traffic signs, street signs, and other traffic control devices required to be placed in the road allowance. Drawings must show all utility poles, ducts, junction boxes and pipelines. The Professional Engineer shall indicate those utilities such as poles and guy wires which require relocating prior to road construction, and shall confirm with the utility the feasibility of their relocation prior to design completion. For underground systems, design drawings shall show the location of underground wiring, and appurtenances including the service connections to properties.

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ROADWAYS AND WALKWAYS

Boulevards Upon completion of road, curb, gutter and sidewalk construction, boulevards shall be shaped, graded and landscaped as shown on the Standard Drawings. Unless otherwise approved, boulevards shall be graded to drain to the curb and gutter at a minimum slope of 2% and a maximum slope of 10%. Native material and 100 mm depth of approved landscape material shall be placed flush with the top of curb or back of walk and shaped to conform with general lot grading. Collector Roads Boulevard Landscaping and Appurtenances Boulevard trees are required at all common property lines where a street light, fire hydrant or transformer is not proposed and where indicated on the Standard Drawings. Species of boulevard trees shall be approved by the Superintendent and selected on the basis of: site soil characteristics; tolerance to the climatic conditions of the Town; diversity in relation to other boulevard trees in the vicinity. The caliper of a boulevard tree shall not be less than 50 mm. Where vandalism is considered to be a potential problem, the Town may require a larger caliper size. Pavement Structure The minimum pavement structure to be used for roadways shall be as in Table 2.8. Table 2.8 Minimum Pavement Structures Standard Drawing No. Road Classification Sub-base [Pitrun] (mm) Crushed Granular Base (mm) Hot Mix Asphalt (mm) R-2, R-3, R-4 Residential, Rural & Industrial

400 100 50

R-1 Collector 400 100 75 R-5, R-6 Lane and Multiuse Pathways/Walkways n/a 100 50 For overlays of existing pavements surfaces, the Transportation Association of Canada procedure for structural design of overlays of existing pavements, as published in "The Pavement Management Guide", shall be used.

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ROADWAYS AND WALKWAYS

2. MATERIALS

Roadway Sub-grade Fill Roadway sub-grade fill material shall be free of rock detrimental to proper compaction and free of organic or other deleterious matter. Fill material shall be compacted to a minimum of 95% Standard Proctor Density (SPD). Fill material shall be moisture re-conditioned to within 3% of its optimum moisture content, as determined by the Standard Test Methods for Moisture-Density Relations of Soils and Soils-Aggregate Mixtures at the time compaction is undertaken. Granular Sub-base Course Granular sub-base shall conform to the gradation limits as described in Table 2.9 when tested in accordance with ASTM C136. Table 2.9 Granular Sub-Base Gradation Limits USBC Sieve Size Percent by Weight Passing 75 mm 100% 25 mm 50 – 85% 0.015 mm 0 – 16% 0.075 mm 0 – 8% Crushed Granular Base Course Crushed base course shall be composed of inert, durable aggregate, and free from soft or disintegrated pieces, wood wastes, roots, organic material or other deleterious materials. The gradation shall be within the limits presented in Table 2.10 when tested to ASTM C-136 and C-117, using the designated sieve sizes, and to have a smooth curve without sharp breaks when plotted on a semi -log grading chart.

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ROADWAYS AND WALKWAYS

Table 2.10 Crushed Base Gradation Limits USBC Sieve Size Percent by Weight Passing 25 mm 100% 19 mm 80 - 95% 9.50 mm 50 - 80% 4.75 mm 35 - 65% 2.36 mm 25 - 50% 1.18 mm 15 - 35% 0.3 mm 5 - 20% 0.075 mm 3 - 8% A minimum of 60% of the material retained on a 4.75 mm sieve shall have at least two fractured faces as determined by particle count. Asphalt Asphalt shall conform to the British Columbia Ministry of Transportation and Infrastructure Class 1 Medium Mix. Prior to placement of any asphalt, Marshall mix design information prepared by a Materials Testing Firm shall be submitted to the Superintendent confirming compliance with the BC MOTI Class 1 medium mix criteria. The asphalt content of hot mix asphalt which is produced in accordance with the approved Marshall design shall be maintained within plus or minus 0.3% of the approved design asphalt content. Primer and Tack Coat Asphalt primer shall be anionic emulsified asphalt, slow setting (SS-1) and shall be diluted with clean water at two (2) parts emulsion to one (1) part water for application, and thoroughly mixed by pumping. The diluted asphalt emulsion shall be applied at a rate of 2 litres per square metre. The prepared granular base shall be clean and free of “float” prior to application of primer. Allow primer to absorb and cure for at least 24 hours prior to paving. Traffic shall not be permitted onto primed areas. Bituminous tack coat shall be undiluted SS-1H or SS-1 asphalt emulsion, and shall be applied at a rate not greater than 0.5 litres per square metre to a clean pavement surface, and provide for adequate curing time prior to placing asphalt paving mixtures. The temperature of the material shall be maintained between 30°C and 40°C at the time of application.

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ROADWAYS AND WALKWAYS

Liquid asphalt for prime coat or tack coat shall be applied when surface and weather conditions are favourable and when the ambient air temperature is above 10 ° Celsius and rising. Concrete Concrete shall conform to CSA CAN3-A23.1, Latest Edition; the mix design shall include the following: Minimum compressive strength 32 MPa at 28 days; Maximum aggregate size 19 mm for hand -formed; 10 mm for extruded; Slump - 80 mm for hand-formed; 25 mm for extruded; Air entrainment 6% - 8%. Curing Compound Curing compound of liquid type conforming to ASTM C-309 containing a fugitive dye shall be spray-applied at a rate recommended by the manufacturer. Rural Road Driveway Approaches Base for driveway approaches shall consist of a minimum of 300 mm depth of granular sub-base where native materials are unsuitable for sub -base and 100 mm depth of granular base placed on compacted sub-grade. Approaches shall be paved to provide 50 mm hot mix asphalt. Minimum driveway approach shall be 2.0 m.

3. EXECUTION

Clearing The road right-of-way shall be cleared of all trees, stumps, logs, roots, and any other deleterious material. In addition, buildings, fences, culverts, or any other structures within the roadway shall also be removed. Trees may be left within the roadway only where they do not conflict with utility services and where they are not deemed a hazard at the discretion of the Superintendent. Roadway Excavation and Embankment All material in embankments shall be placed in level layers not exceeding 300 mm un-compacted depth in successive uniform layers. Each layer shall be compacted to 95% Standard Proctor Density. Sub-grade Preparation Prior to placement of the granular sub-base, the upper 300 mm of the sub-grade is to be compacted to 95% of Standard Proctor density. Sub-grade preparation shall extend a minimum of 600 mm out from back of curb or sidewalk on either side of the road.

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ROADWAYS AND WALKWAYS

Proof Rolling Upon completion of the sub-grade preparation, the sub-grade shall be proof rolled with a loaded single axle truck with a rear axle load of 8165 kg. Any soft or wet areas shall be excavated and backfilled with select granular subbase compacted to 100% Standard Proctor density. Sub-base Gravel Granular sub-base shall be placed in maximum 150mm lifts and compacted to 98% Standard Proctor Density. Compaction of Crushed Granular Base Gravels Granular base gravels shall be placed in maximum 150 mm lifts and compacted to 100% Standard Proctor density. The finished surfaces shall be within +/- 15 mm of the design grade and cross-section. Paving Requirements Paving shall not be undertaken during snow, heavy rain, temperatures below 5° Celsius or other unsuitable conditions. Asphaltic concrete shall not be placed on a frozen or rutted base. The density of the completed pavement shall not be less than 97% of the laboratory compacted Marshall Density. Tie-Ins to Existing Pavement Tie-ins to existing pavement shall be made by cutting back the existing pavement to sound material as necessary to produce a neat, vertical face with a straight edge. Prior to placing asphaltic concrete, exposed faces and other abutting structures shall be painted with liquid asphalt and heated to 66° Celsius. Placing and Finishing Concrete Concrete shall be prepared, delivered, and placed in conformance with CSA CAN3-A23.1-M90 (Latest Edition) "Concrete Materials and Methods of Concrete Construction". The surface of the curb, gutter and sidewalk shall be finished prior to final set by brushing to provide a uniform non-skid finish. Both edges of the sidewalk shall be trowelled smooth to a width of 50 mm and rounded to a radius of 12 mm. Curb, gutter and sidewalk contraction joints shall be made at a maximum of 3 m intervals. 15 mm thick expansion strips shall be installed through the full depth of the sidewalk and the entire width at the beginning and end of every curb return, and on both sides of crossovers and against walls and structures. A 6 mm rounded edge shall run along each side of the joint.

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ROADWAYS AND WALKWAYS

Materials Testing The developer shall retain an independent materials testing firm to carry out comprehensive testing to frequencies defined below, for each stage of construction of roads and services. The Professional Engineer shall review all test data. For Roadwork embankment and sub-grade construction: Standard Proctor (ASTM D -698) - one test for each soil type incorporated; and, Moisture and density tests – one test per 500 square metres For Trench Backfill: Density tests – one test per lift per 120 lineal metres of trench. For Sub-Base and Base Course Construction: Gradation analysis - one test per 1000 cubic metre or 2200 tonnes of material delivered to the site; Moisture - density relationship (Standard Proctor) - ASTM D-698, one test per class of material for each 1000 cubic metres, or 2200 tonnes delivered to site; and, Compaction testing - one test per 500 square metres of road per lift, to include dry density and moisture content. For Hot Mix Asphalt Pavement Production and Placement: Asphalt content and gradation of extracted aggregate - one test per production period, where a production period is defined as that part of the working day either before or after 12:00 noon local time. In a full working day, the times of test shall be not less than two hours apart; and, Marshall analysis of hot mix asphalt - one per mix type. For Concrete: Unit weight of the placed concrete, slump and air content tests and casting of test cylinders. One test consisting of three standard cylinders for each 175 m of curb and gutter or sidewalk installed. In no case, however, will there be less than one test for concrete placed in one day. One cylinder shall be tested at seven days, and two at twenty-eight days.

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ROADWAYS AND WALKWAYS

Boulevard Tree Planting The planting hole shall be a minimum of three times wider than the root ball. In low permeability soil types, i.e. clay or compacted soils, the diameter of the hole shall be 5 times the diameter of the root ball. Root guard shall be installed par allel to sidewalks, and or curb and gutter in accordance with the Standard Drawings. Prior to planting, preparations of the root ball shall include: Removal of top ring of wire baskets; If wrapped with natural burlap, the top half shall be removed; and, Synthetic burlap, treated burlap, nylon twine and nylon ties shall be completely removed. The tree shall be planted such that the trunk flare is exposed and above finished grade. Staking is necessary to provide support against strong winds: a) For trees up to 3 m in height, two stakes are required in the prevailing wind direction; b) For trees greater than 3 m in height, three (3) stakes at 45 degree spacing up gradient in the prevailing wind direction are required. Following planting, dead, diseased or broken bran ches shall be removed by pruning. Additionally, co-dominant branches shall be removed such that no branch is greater in diameter than one half of the trunk size.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 20

WATER SYSTEMS

- WATER SYSTEMS

1. DESIGN CRITERIA

Standards All standards not specifically described in this Section shall be in accordance with appropriate AWWA standards or as directed by the Town of Princeton. Water Distribution Mains Water distribution mains shall be sized to carry the peak hourly flow rate or the maximum daily flow rate plus the fire flow rate, whichever is the greater. Mains shall be sized using the Hazen -William formula with "C" equal to 120 and maximum flow velocity for: Peak hourly demand rate of 2.0 m per second; Fire flow plus the maximum day demand of 4.0 m per second. Per Capita Water Demands For residential areas, the daily domestic demand criteria for purposes of designing water distribution systems shall be: Maximum Day: 9.5 litres/minute/lot; and, Peak Hour/Maximum Day Ratio: 1.5 litres/minute/lot. Population Equivalents For other than residential uses, demand criteria shall be selected to suit the particular circumstances subject to the approval of the Town of Princeton or population equivalents derived from Table 3-1.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 21

WATER SYSTEMS

Table 3.1 Population Equivalents Land Use Population Density Single Family/Duplex 3.0 people/unit Multi -family 2.0 people/unit General Commercial 90 people/hectare Institutional 50 people/hectare Industrial 50 people/hectare Fire Flow Requirements The minimum required fire flows for different land uses is provided in Table 3-2. All fire flows are to be available to the furthest distance within the site from the service location and/ or at the point of highest elevation. Table 3.2 Minimum Fire Flow Requirements Zone Minimum Fire Flow Single Family/Mixed Residential 60 L/s Medium Density Residential/Light Industrial and Service Commercial 90 L/s Core Area Commercial, Institutional, Industrial and High Density Residential 150 L/s Industrial 200 L/s Service Pressures Waterworks shall be designed to provide service pressures: Minimum at Peak hourly demand of 310 kPa (45 psi); Maximum static of 830 kPa (120 psi); Minimum residual at maximum day domestic plus fire flow of 140 kPa (20 psi). The minimum pressures shall be measured or calculated at the top floor elevation of the highest proposed structure and an allowance made for pressure loss in the service line to the structure. Reservoir level shall be assumed at mid -point for calculation of minimum pressures and full, for calculation of maximum static pressures.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 22

WATER SYSTEMS

Grades Watermains shall generally be at grades parallel to the road centreline. The minimum grade for a main shall be 0.10% and the maximum grade shall be 20% unless provision is made for pipe anchors. Watermains shall be designed with a rising grade wherever possible to minimize high points in the main. Where a high point is unavoidable an air release valve is required. Minimum Pipe Size The minimum pipe size for all watermains shall be: a) 150 mm diameter in single family and mixed residential areas; b) 200 mm diameter in medium/high density residential, commercial and institutional areas; c) 100 mm on cul-de-sacs in low density residential areas, where no further extensions are possible, and only downstream of the last fire hydrant; d) 200 mm diameter for length exceeding 15 0 m, where looping is not feasible or looping is not anticipated to be completed within 3 years of the construction approval date. Alignment of Watermains Watermains shall be normally designed to follow a straight alignment between intersections. Curved alignments may be accepted provided that the pipe alignment is at a parallel offset with an established boundary and the radius of curvature is not less than 60 m or twice the minimum radius of curvature recommended by the pipe manufacturer, whichever is the greater. Pre - manufactured bends to the same standards as the mainline pipe may be utilized to achieve the design radius. The maximum desirable length of any unlooped watermain is 150 m. Unlooped watermains exceeding 150 m in length may be accepted by the Town of Princeton if it can be demonstrated that looping is not practical. No gas main, electric or telephone duct or other utility line shall be installed in the same trench with watermains. Depth of Cover The depth of the watermain shall be sufficient to provide all services with a minimum cover of 1.8 m to the top of the service anywhere within the right-of-way. The minimum cover required over the crown of the water main is 1.8 m. Spacing and Location of Fire Hydrants Fire hydrants shall be located, in general, at road intersections and at maximum spacing of 150 m in single family and mixed residential areas and 90 m in

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 23

WATER SYSTEMS

medium/high density residential, general commercial, institutional and industrial areas. Spacing measured along fire department access route. Additional onsite fire hydrants may be required to meet the requirements of the Building Code. Except at intersections, hydrants should be located on the projection of the property line dividing two lots. In selecting the location of a hydrant, the probable route of the firefighting equipment shall be considered. A hydrant shall not be located within 3 m of a utility pole, pad mounted transformer or light standard, within 1.5 m horizontally of underground service pipes or open ditches, or within 0.9 m of the curb line. Line Valves Line valves in residential areas shall be located at a maximum spacing of 250 m in a continuous line and shall generally be located so that not more than 2 hydrants or 50 dwelling units will be without water service in the event of any one water break. In commercial, institutional and industrial areas, line valve spacing shall not be greater than 120 m and be located such that not more than one hydrant will be out of service when the line valve is closed. Each tee shall have a minimum two line valves and each cross shall have a minimum three line valves. Valve locations should be in a cluster at the intersection of the mains. Isolation valves shall be provided at each end of a statutory right-of-way. A line valve may be required on a new water main near each point of connection to existing mains. Blow Offs Permanent blow offs shall be installed at all permanent dead-ends as shown on the Standard Drawings. Thrust Restraints Concrete thrust blocking shall be provided at all fittings (i.e. bends, tees, reducers, caps and blow -offs) and on hydrants as shown in the Standard Drawings. Calculations for thrust block design may be requested by the Town of Princeton. Where thrust blocks are impractical, adequate restraining devices are an acceptable alternative. If joint restraints are proposed to be used as an alternative to concrete thrust blocks, the applicant shall provide detailed design information for each application, from the restraint manufacturer and endorsed by the pipe manufacturer. Where joint restraints are proposed, restraint capacity calculations may be requested by the Town of Princeton.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 24

WATER SYSTEMS

Service Connections The diameter of water services shall be determined by the Professional Engineer and is subject to approval of the Town of Princeton, and in no case shall the diameter be less than 19 mm. Water services shall be installed to the property line of each lot in accordance with the Standard Drawings. Tie-ins to Existing Watermains Connection of a new pipe to an existing watermain generally shall be done by wet tap (hot tap). Hot tap connections including details of materials required, shall be clearly indicated on the design drawings. Watermain Location and Right-of-Way Requirements Watermains shall, to the greatest extent practical, be located in the road right-of-way on offsets consistent with the Standard Drawings. On side-hill roads, the watermain shall, where possible, be located on the cut side of the centreline of the road. Where a main cannot be located within a road right-of-way due to topographic or other design constraints, the main shall be located in a statutory right-of-way registered in favour of the Town of Princeton not less than 6.0 m in width. Additional statutory right-of-way may be required where: Another utility is located in the same right-of-way; The depth of the infrastruc ture requires a wider righ t-of-way for maintenance; Services are provided to adjacent properties. Where a statutory right -of-way is the access route for operations and maintenance of infrastructure, the right -of-way shall be sufficiently wide to accommodate the proposed infrastructure and have a surface structure sufficient to support all intended maintenance vehicles. The maximum allowable grade for a gravel surfaced maintenance access is 12% and for paved surface accesses is 15%. Reservoirs, Pump Stations, Pressure Reducing Stations, and Meter Chambers The applicant shall submit a pre -design report that addresses the design requirements to the Town of Princeton. The Town of Princeton will proceed with a detailed design at the applicant’s cost upon acceptance of the pre -design concepts.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 25

WATER SYSTEMS

2. MATERIALS

Pipe and Fittings Pipe for watermains shall be compliant with AWWA standards ductile iron or polyvinyl chloride (PVC). Alternative equal products may be accepted on written approval by the Town of Princeton. PVC pipe joints shall be wall thickened and sleeve reinforced bell and spigot ends with formed groove for the elastomeric gasket seal. Ductile iron pipe shall have the pressure class specifi ed and approved by the Superintendent. Pipe shall be supplied with push -on joints and pipe shall be cement mortar lined. All pipe shall be polyethylene encased, unless otherwise approved by the Superintendent based upon a comprehensive soil analysis submitted by the applicant demonstrating that encasement is not required. Fittings shall be ductile iron for use with ductile iron or PVC pipes and shall be designed for a minimum pressure of 1720 kPa (250 psi). Buried Gate Valves Buried gate valves shall be iron body, resilient seated valves with non-rising stem, O-ring stem seal, suitable for a minimum operating pressure of 1,720 kPa (250 psi). Valves shall be equipped with a 50 mm square operating nut and tie-lugs where restraining is required. Stem extensions will be required on all valves installed at greater than minimum cover. Valves shall open counter clockwise. Valve Boxes Valve boxes shall be Nelson or Robar type with anchored flanges approximately 100 mm from the top of the box. The box shall be flush with the finished surface. Hydrants All hydrants shall be Terminal City compression type C71P, complete with 2-63.5 mm (2½ in) ports and one Storz pumper port. Threads shall conform to the British Columbia Fire Hose Thread specifications. Hydrants shall be painted red above the ground line. Drain outlets shall be provided except in areas of high groundwater. Depth of bury shall be a minimum of 1. 5 m. Hydrant extensions shall be installed as required to suit the final boulevard grade. Hydrants shall be equipped with a standard BC pentagon operating nut and shall open counter clockwise. Hydrant lead pipe shall be a minimum of 150 mm diameter. At the discretion of the Superintendent, a concrete wing wall shall be installed at hydrants adjacent to road cut slopes. In areas where road ditches exist, a culvert and a 3 m wide gravelled pad across the ditch shall be provided for access to the hydrant.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 26

WATER SYSTEMS

Service Connection Materials, Saddles, and Service Fitting All pipe for underground services 50 mm in diameter and smaller shall be PEX tubing DR9 complete with stainless steel inserts. Pipe for services 100 mm and larger diameters shall be the same as specified for watermain pipe. Service fittings shall be compression type suitable for 1035 kPa (150 psi) working pressure. Service saddles, corporation stop and curb stop are to be as shown on the standard drawings. Concrete All concrete shall at a minimum have a 28-day compressive strength of 25 MPa for thrust blocks and other appurtenances. Cement shall be Portland cement and shall be normal type unless dictated otherwise by soil conditions. Granular Bedding and Backfill Material in the Pipe Zone Pipe bedding shall be sand or crushed gravel conforming to the gradation limits set out in Table 3.3. Through areas of high groundwater conditions, crushed gravel and drain roc k shall be used for pipe bedding. Granular Pipe Bedding and Surround Aggregate in the pipe zone shall conform to the following specifications: Class ‘A’ Pipe Bedding is where the pipe is bedded in a continuous monolithic cradle of concrete as per the design drawings. Class ‘B’ Pipe Bedding shall be imported sand or crush gravel meeting the gradation in Table 3-3:

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WATER SYSTEMS

Table 3.3 Class ‘B’ Pipe Bedding Gradation Limits Sieve Designation Percent By Weight Passing Sand Crushed Gravel 19.0 mm 100 90 – 100 12.5 mm 100 65 – 85 4.75 mm 35 - 100 25 – 50 2.36 mm 20 - 70 10 – 35 1.18 mm 13 - 50 6 – 26 0.60 mm 8 - 35 3 – 17 0.30 mm 5 - 25 -- 0.15 mm 2 - 15 -- 0.075 mm 0 - 6 0 – 5

Class ‘C’ Pipe Bedding is native material sourced onsite which meets the gradation for Class ‘B’ Pipe Bedding sand.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 28

WATER SYSTEMS

3. EXECUTION

Alignment and Grade All pipes shall be laid to the design lines and grades within the following tolerances: Horizontal tolerance of plus or minus 50 mm from specified alignment. Vertical tolerance of plus or minus 25 mm from specified grade. Granular Bedding and Backfill in Pipe Zone The pipe zone is considered as being the depth of trench between the trench bottom and a level 300 mm above the top of the pipe. The pipe zone backfill shall be hand placed and compacted to a density of 95% Standard Proctor Density in layers not exceeding 150 mm using hand tampers. Tie-ins to Existing Watermains Connection of a new pipe to an existing watermain shall be undertaken under the supervision of the Town of Princeton. Only Town staff may operate valves and curb stops on the existing watermains. A minimum of 72 hours notice to construct a tie-in is to be provided to the Town. Materials Testing Material quality and compaction testing shall be conducted on aggregates, bedding sand and trench backfill and shall include, but not be limited to, density analysis of utility pipe zone and trench zone backfill to confirm compliance with these standards. The frequency of tests shall be as described in Section 2 Item 3.10. Leakage Tests Following final trench backfilling, leakage tests shall be performed on all installed piping according to the latest editions AWWA Standards. The Town of Princeton is to be provided a minimum of 48 hours’ notice of a leakage test. The test is to be undertaken under the supervision of the developer’s engineer and may be witnessed by a staff member of the Town. The section to be tested shall be filled with water and all air expelled from the piping for at least 24 hours prior to testing. By pumping water into the test section, the pressure within the piping shall be increased to the pressure rating of the main or at least 1 1/2 times the operating pressure at the point of testing, whichever is greater. This pressure shall be maintained constantly in the pipe within + 35 kPa (5 psi) throughout the duration of the test, by the addition of make-up water. The duration of the test shall be a minimum of 2 hours. Hydrant leads shall be open at the hydrant such that the hydrant is placed under test. The quantity of water

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 29

WATER SYSTEMS

pumped into the test section to maintain the specified pressure over the period of the test shall be considered to be the leakage. Water mains will not be accepted until the leakage is less than the maximum allowable leakage determined from the following formula: L = N ∗ D ∗ P

1 2⁄

262,000 Where; L = the allowable leakage (L/hr) N = the number of joints in the test section D = the nominal diameter of the pipe (mm) P = the average test pressure during the leakage test (kPa) Should any test result be leakage greater than that specified above, the source of the leakage shall be located and the defect repaired or replaced and the section retested until a satisfactory test is obtained. Flushing The pipe is to be flushed clean of dirt and other foreign materials. Water for flushing will be made available by the Town of Princeton through an appropriate backflow prevention device. Disinfection On completion of the flushing operation, distribution mains and services shall be disinfected by chlorination. Chlorination procedures shall conform to AWWA C601, latest edition. No pills, powders or solids shall be placed in the main during installation or for chlorination purpose s. Chlorination shall be applied by the continuous feed method. After flushing, the chlorine solution shall be injected at a measured rate such as to fill the main with a 50 mg/L available free chlorine concentration. All appurtenances shall be operated in this solution to disinfect them. Appropriate measures shall be provided to prevent the disinfectant solution from flowing into existing water supply system. The disinfecting solution shall remain in the main for 24 hours and shall have a free chlorine residual of not less than 25 mg/L at the end of the 24 hour period. After completion of chlorination, chlorinated water is to be flushed from the system until the chlorine concentration in the remaining water as measured at the flush point, is less than 0.3 mg/L free chlorine residual.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 30

WATER SYSTEMS

Two consecutive bacteriological samples taken 24 hours apart are required to be submitted to an accredited laboratory for total and fecal coliform analysis. The applicant’s engineer will assess the bacteriological test results and advise the Superintendent of pass or fail. Failure of the bacteriological tests will require the water main to be flushed and rechlorinated prior to bacteriological retesting. On notification to the Town of Princeton of satisfactory bacteriological test results, tie-ins to the existing water mains may proceed. A log of all test results, disinfection procedures, and bacteriological test results is to be included in the completion document package.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 31

SANITARY SEWERS

- SANITARY SEWERS

1. DESIGN CRITERIA

Contributing Population All proposed subdivisions and development shall be serviced by the sanitary sewer collection system. Sanitary sewers shall be designed to convey the peak sewage flow from the fully developed population of the upstream contributing area. Sewage flows shall be calculated on the basis of population equivalents derived from Table 4-1. Table 4.1 Population Equivalents Land Use Population Density Single Family/Duplex 3.0 people/unit Multi Family 2.2 people/unit Commercial 90 people/hectare Institutional 50 people/hectare Industrial 50 people/hectare For land uses not included in Table 4-1, a residential unit equivalency calculation or other design flow derivation methodology will require approval of the Superintendent. Design Sewage Flows A design average sewage flow of 350 Litres/capita per day shall be used. A peaking factor calculated using the Harmon Formula shall be applied to the average flow as follows: 𝑃𝑒𝑎𝑘 𝐹𝑎𝑐𝑡𝑜𝑟 = 1 + 14 4 + 𝑃

1 2⁄

Where P is the equivalent population in thousands. The peak factor shall not be less than 2.5. The design sewage flow will include an allo wance for infiltration (I and I). An infiltration rate of 5 ,000 litres per day per hectare is to be used. Where the groundwater table elevation is in the pipe zone, an infiltration allowance of 8000 litres per day per hectare is to be used.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 32

SANITARY SEWERS

Gravity Sewer Pipe sizes shall be selected so that sewers flow 2/3 full for 250 mm diameter and smaller, or 3/4 full for pipes greater than 250 mm diameter, at peak design flow. The size of gravity sewers shall be determined by the Manning’s formula: 𝑄 = 𝐴 ∗ 𝑅0.667 ∗ 𝑆0.5 𝑛

Where: Q = flow capacity (m3/sec) A = cross sectional area (m²) R = hydraulic radius (m) S = slope (m/m) n = roughness coefficient; 0.011 for PVC pipe and 0.013 for concrete pipe Minimum Velocity and Grades Using the Manning’s formula, minimum grades to provide a minimum velocity of 0.60m/sec are summarized in Table 4.2. Table 4.2 Pipe Sizes and Minimum Grades Pipe Dia. Min. Grade 100 mm 2.00% 150 mm 1.00% 200 mm 0.4% 250 mm 0.3% 300 mm 0.22% 375 mm 0.23% 450 mm 0.18% In terminal segments of a gravity sewer lateral, the minimum grade from Table 4.2 shall be doubled. Minimum Pipe Size Gravity sewers shall be at least 200 mm diameter. Terminal segments where future extension is not practical, gravity sewers may be reduced to 150mm diameter. Alignment of Sanitary Sewer Mains Sewer mains shall generally be designed to follow a straight alignment between manholes. Curved alignments within a road right-of-way are approvable provided

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SANITARY SEWERS

the pipe grade is at least 50% greater than the specified minimum in Table 4.2 and the pipe alignment is parallel to the road centreline. In these cases, the radius of curvature shall be not less than 60 m , or twice the minimum radius recommended by the pipe manufacturer, whichever is the greater. Design Depths and Minimum Cover Gravity sewers are designed to provide gravity service to basement grades of all residential units or lots. Where gravity service to basement elevations is not feasible, Superintendent’s approval of alternative criteria is required. A minimum of 1.5m of cover is to be provided over gravity sewers and service connections in travelled areas and 1.2m in untraveled areas. Manholes Manholes shall be installed at a maximum spacing of 90 m and at the following locations: End of each line; All changes in grade except as permitted for curved sewers; At all changes in alignment, except as permitted for curved sewers; At the beginning and end of pipe curvature for curvilinear sewers; All changes in pipe size; All pipe junctions except for 100 mm service connections; Where future connections are proposed. The sanitary manhole rim elevation in off road areas shall be designed to be above the surrounding ground so that infiltration from ponding will not occur. The crown of the incoming pipe is to be at the same elevation as the crown of the outgoing pipe where a change in pipe diameter occurs through a manhole. The hydraulic drop through a manhole shall be: no less than a 25 mm drop where the inlet is at 180 degrees to the outlet pipe; no less than 50 mm for all other conditions. An internal or external drop shall be installed where the elevation of the inlet invert is 600 mm, or greater, above the invert elevation of the centre of the manhole channel. Service Connections Sanitary sewer services shall: Be installed to the property lin e in accordance with the Standard Drawings; Have an inspection chamber installed 300 mm outside the property line;

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 34

SANITARY SEWERS

Have a minimum 2.0% pipe grade for a 100 mm service and 1.0% for a 150 mm service; Be installed 3.0 m from the lowest (elevation) lot corner; Connect to the gravity sewer main above spring line. Generally, lots will be permitted only one connection unless site conditions warrant additional connections or where a single service is not practical. Separate service connections shall be installed for each dwelling unit of a duplex, townhouse or row house developments for individual ownership. A service connection entering a manhole shall have its invert elevation at the crown of the highest main entering the manhole. The service connection shall discharge in the same direction as the benched flow in the sanitary sewer main. Forcemains Forcemains shall be designed to have a minimum velocity of 0.75 m/sec. Forcemains shall have a minimum grade of 0.50% and designed to minimize high points. Forcemains shall be designed on the basis of a Hazen-Williams “C Factor” value of 120 for PVC pipe. An automatic air relief and vacuum valve, suitable for sewage service and enclosed in an insulated manhole, shall be placed at high points in the force main and at other locations as required to prevent “air locking”. A manhole into which a forcemain is designed to discharge shall be of PVC construction to minimize corrosion related deterioration. Sanitary Sewer Lift Stations The objective of the Town is to minimize the number of Town operated and maintained sewage lift stations. Comprehensive assessments of options not involving lift stations are required to demonstrate that a lift station is the only practical option to provide sanitary sewer service to the proposed development. The Town will proceed with the detailed design of all required lift station(s) at the applicant’s expense upon review of the assessment of options and acceptance that a lift station is the only practical servicing option . Lift stations shall be equipped with a standby generator.

2. MATERIALS

Pipe and Fittings Gravity sewer and service pipe shall be polyvinyl chloride (PVC), coloured green and having a DR value of 35 or less. Sanitary sewer pipe and fitting joints shall be jointed with a rubber gasket or other preformed, factory-manufactured gasket or an approved equivalent material.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 35

SANITARY SEWERS

Sanitary forcemain pipe may be: Standard Cement Mortar lined ductile iron pipe. Ductile Iron pipe joints shall be rubber gasket for push-on bell and spigot type joints and/or mechanical pipe joints or approved equal. Polyvinyl Chloride (PVC) pressure pipe conforming to AWWA Standard C900 and having a DR value of 25 or less. PVC pipe shall have a ductile iron pipe outside diameter for compatibility with push on Tyton fittings. High Density Polyethylene (HDPE) pipe with a DR value determined by using a design pressure not less than 150% of the maximum forcemain operating pressure. HDPE forcemain will be ductile iron pipe size and fuse jointed. Manholes Sanitary sewer manholes shall be precast concrete manhole sections, having a minimum inside diameter 1050 mm. Precast concrete lids shall have a minimum 760 mm opening. Precast concrete lids, adjusting rings, and concrete spacer rings (grade rings) shall be designed for H-20 loading. Concrete for precast manhole bases , barrel and l ids shall have a minimum compressive strength of 25 MPa at 28 days and be sulfate resistant, i.e. Type 50 cement or equivalent. Manhole rungs shall be 20 mm diameter steel, hot dipped galvanized after bending, or an approved aluminium alternate, at 300 mm on centre, cast into the wall of the manhole section, or where specified, set in 30 mm diameter holes filled with epoxy cement. Precast manhole base liners shall be one piece consisting of unlayered and homogeneous fibreglass reinforced plastic with full flow channels with side walls to the crown of the pipe, watertight gasket bells graded and aligned to comply with design. The inner surface of liner benching shall have an anti-skid surface and the outer surface of liner shall be sand coated and is to have sufficient steel spirals bonded to the fibreglass reinforced plastic to assure a continuous physical connection to the concrete base. Manhole Frames and Covers Covers and frames shall be cast iron having a minimum 610 mm clear opening and designed for H20 loading. The cover shall have a weight of 50 kg and the frame shall be of the round base pattern having a weight of 80 kg. Bearing faces of the cover to frame shall be machined for a non -rocking pit. The cover shall have 2 - 25 mm diameter lifting holes. The lid shall be embossed with "Sanitary Sewer".

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 36

SANITARY SEWERS

3. EXECUTION

Pipe Installation All pipes must be laid to the design lines and grades within the following tolerances: Horizontal deviation from the approved alignment shall not exceed 10 mm and the rate of deviation shall not exceed 40 mm in 10 m; and, Vertical deviation from design grade varies with the grade and shall not exceed the values shown in Table 4.3. Table 4.3 Sanitary Sewer Main Vertical Tolerance Limits Grade Max. Departure From Design Elevation Max. Rate of Deviation Over 5% 30 mm 20 mm in 10 m 2% to 5% 15 mm 10 mm in 10 m Less than 2% 6 mm 10 mm in 10 m* Manholes Pre-cast manhole bases shall be pre -benched. Manhole joints shall be made watertight using joint gaskets. Precast riser sections to be set plumb with joints and gaskets. Internal parging is required for all joints. Service Connections Service connections shall be capped, and tested with the mains. A 50 x 100 mm marker stake shall be set with the bottom flush with the invert of the end of the service connection and against the cap and with the top projecting a minimum of 1 m above the ground surface. Marker stakes shall be painted "red", and the depth from top of stake to the invert of pipe shall be clearly marked on the stake with a contrasting colour stencilled letters and numbers. Cleaning and Flushing Prior to testing, the sanitary sewer pipe shall be cleaned by flushing, or by the use of mechanical equipment as necessary to remove all foreign material from the pipe. Under no circumstances will flush water or any foreign material enter “in service” components of the Town’s sanitary sewer system.

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SANITARY SEWERS

Leakage Tests of Gravity Sewers Gravity sewers shall be tested by a low pressure air test. The test pressure will be in the range of 17.3 kPa (2.5 psi) to 24.2 kPa (3.5 psi) except where the sanitary sewer main being tested i s below the groundwater table. Where the sanitary sewer is below the groundwater table the test pressure is increased by the maximum height of the water table measured to the pipe centre line and expressed as kPa (psi) units. The section of pipeline under test shall be gradually pressurized to 27.6 kPa (4 psi). Time will be allowed for the air temperatur e to stabilize (not less than 5 minutes). The air test time is measured for the pressure drop 6.9 kPa (1 psi) from 24.2 kPa (3.5 psi) to 17.3 kPa (2.5 psi). If the time measured equals or exceeds t he specified time from Table 4.4, the test is considered satisfactory. If the time measured does not equal or exceed the specified time from Table 4.4, the test fails. The sewer main is repaired and re-tested. Table 4.4 Air Test Times Pipe Diameter (mm) Time

100 2 min. 32 sec.

150 3 min. 50 sec.

200 5 min. 06 sec.

250 6 min. 22 sec.

300 7 min. 39 sec.

375 9 min. 35 sec.

450 11 min. 34 sec.

Forcemain Testing Forcemains shall be tested at 1.5 times the maximum operating pressure in the test section. The maximum allowable leakage is as per Part 3 of Section 3, Water Systems. Video Inspection Prior to paving, a video inspection of all gravity sewers is to be undertaken. The picture shall be a continuous 500 line resolution showing the full circumference of the pipe.

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SANITARY SEWERS

Video inspections will be undertaken between manholes with a written report in log form providing: deficiencies including open joints, cracks, oval pipes, and debris. areas of ponding with measurements of length in meters and depth in millimeters. all service connections. Photographs will be provided of all items referenced in the inspection log. Acceptable Ponding Acceptable ponding in gravity sewers as measured by the video inspection is summarized in Table 4-5. Ponding in excess of acceptable values presented in Table 4-5 is to be addressed by sewer main repairs. The success of the repairs is to be confirmed by re-video inspection. Table 4-5 Acceptable Ponding in Gravity Sewers Main Size (mm dia.) Maximum Acceptable Ponding (measured over 5m length) 100 to 200 mm 10 mm 250 to 300 mm 15 mm greater than 300 mm 20 mm

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 39

STORMWATER MANAGEMENT

- STORMWATER MANAGEMENT

1. GENERAL

Design Philosophy The “conventional approach” to stormwater management comprising pipes sized for peak flows discharging to some form of natural watercourse is not acceptable except where soil or other site conditions represent a constraint to onsite stormwater management strategies. Guiding principles to the Town’s design approaches to stormwater management are: Stormwater is a resource; Design should consider the full spectrum of rainfall events as described in the Stormwater Planning Guidebook of 2002 (the Guidebook); To collect, store and infiltrate ground stormwater resulting from a rainfall event having a return frequency of up to 5 years for all land use categories including medium and high density residential, commercial, industrial and institutional; To the greatest extent practical, stormwater infiltration infrastructure shall not be concentrated in one location on a site recognizing that predevelopment rainfall infiltrated over the complete site; Acceptable infrastructure for the infiltration of stormwater from roadways where ownership will be assumed by the Town include: • drywells • rain tank infiltration systems • perforated storm sewers • rain garden “ditch” systems Conventional stormwater infrastructure comprising piped systems should be designed to minimize risks of property damage by runoff from an extreme rainfall event; and, Stormwater discharges to natural drainage cannot result in increased erosion. Onsite Stormwater Management Detention and Infiltration Except where soil conditions are not suitable and/or where stormwater infiltration may contribute to site instability, stormwater infrastructure shall be designed to: Collect, store and infiltrate to ground stormwater resulting from a rainfall event having a return frequency of up to 5 years for single family residential areas; or,

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Infiltrate runoff from storms having a return frequency of up to 10 years for all other land use categories. This infiltration infrastructure will be owned, operated and maintained by the “property owner”. Acceptable stormwater infiltration infrastructure includes: • drywells • rain tank infiltration systems • perforated storm drainage • pervious surfaces, i.e. pervious asphalt and grass crete • rain gardens • perforated storm sewers • storage for reuse by irrigation Soil Condition Constrained Onsite Stormwater Management Detention and Infiltration Where soil conditions and/or stability as described in an assessment report prepared by a geotechnical engineer restrict stormwater infiltration at rates, the following restricted onsite infiltration system capacity design criteria is applicable. The Guidebook describes stormwater management strategies for the complete spectrum of rainfall events. Fundamental to defining tiers of rainfall events is the Mean Annual Rainfall (MAR) which is defined as the maximum rainfall event that occurs once per year on average. Consistent with methodologies described in the Guidebook, the MAR for the South Okanagan has been determined to be 25 mm per day. Consi stent with the Guidebook, stormwater design criteria applicable to developments where stormwater infiltration capacity is constrained by geotechnical criteria are presented as follows; For rainfall events up to but less than 50% of a MAR (Tier A Event in the Guidebook), stormwater management works shall be provided to infiltrate, evapotranspire and/or reuse runoff with the objective being that there will be no “piped to discharge” stormwater from a Tier A Event; For rainfall events greater than or equal to 50% of a MAR but less than a MAR (Tier B Event in the Guidebook), runoff control comprising detention facilities shall be provided to store runoff for subsequent release to infiltrative works provided for a Tier A event; and, For rainfall events that equal or exceed a MAR, conventional piped systems for stormwater collection and conveyance to discharge shall be provided. Piped systems shall be designed for runoff anticipated to arise from a short duration rainfall event having a return period of 10 years (refer to Standard Drawings). Overland flood routes shall be identified to convey stormwater from a short duration rainfall event having a return period of 100 years (refer to Standard Drawings) representing a threat to public safety or property damage.

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Design Where Onsite Infiltration is not Feasible due to Soil Conditions or Slope Stability Where a site assessment prepared by a geotechnical engineer concludes that stormwater infiltration is not feasible for slope stability and/or soil characteristic criteria, stormwater management infrastructure shall be provided utilizing “conventional piped” systems. Generally, the storm drainage system shall comprise two components, the minor and major systems. The minor system will consist of an underground piped system designed to collect and discharge a 10 year return period flow for residential, industrial, commercial, institutional and high density residential areas. The major system will consist of surface flood routes, roadways, roadway culverts, swales, watercourse s and storm water management facilities designed to convey the 100 year return period flow. In special conditions where surface flood paths cannot be established, pipe systems for the minor system may be enlarged to accommodate the major system flow. Where onsite infiltration is not feasible and a piped system is proposed, stormwater treatment works shall be provided sized for fifty percent (50%) of the runoff from a short duration rainfall event having a return period of 2 years. Stormwater treatment systems shall comprise “best management practices” as described in the Stormwater Planning Guidebooks and designed to remove suspended solids, floatables and hydrocarbons. Environmental Protection Subdivisions and developments shall comply with applicable provi ncial and federal standards and regulations including: Riparian Area Regulations; Land Development Guidelines for Protection of Aquatic Habitat. No natural drainage course shall be altered or diverted without the approval of the Ministry of the Environment. No stormwater outfalls to natural watercourses will be accepted without the approval from federal and provincial agencies having jurisdiction. Stormwater Management Plan A Stormwater Management Plan is required for all developments of sites having an area greater than 0.2 ha and all subdivisions. The stormwater management plan shall include the following. Description of existing site conditions and proposed development; Description of existing drainage patterns and stormwater infrastructure including: • catchment areas including any upstream lands;

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• alignments and locations of drainage works, surface watercourses and wetlands with environmental classification; • surface water flow paths; • stormwater infrastructure including pipes, manholes, outfalls, etc. Description of proposed stormwater management plan including: • contours (not greater than 0.3 m intervals); • proposed stormwater infrastructure including retention facilities, infiltration systems, pipe systems and appurtenances, treatment systems, stormwater discharges and locations, open ditches; • overland flood routes; • pre and post development flows; • mitigation measures as may be warranted related to natural drainage courses; • erosion and sediment control plan. Erosion and Sediment Control Plan An erosion and sediment control plan is required having the purpose of preventing the release of silt, sand, concrete or any other deleterious substances to a drainage system including but not limited to ditches, storm sewers, watercourses and ravines. The works as described in the erosion and sediment control plan shall be functional and remain in place for the course of construction and to the end of the maintenance period at which point work will be accepted by the Town. All erosion and sediment control works shall be designed and located to allow for convenient operation and maintenance. Major Floods and Overland Flood Routing Major floods generally resulting from a rainfall event having a return frequency greater than a 10 year event and representing a stormwater flow in excess of 0.05 m3/sec shall be designed as follows: Overland flood routes for major runoff events are normally provided in the road cross section and in natural drainage courses. Other acceptable routing of major floods include gras sed or riprapped swales located parallel to a dedicated road right-of-way or within a public pathway; Where a road is designed as the overland flood route, the maximum depth of stormwater is 200 mm. The hydraulic grade line of the major flood within a road section shall be at least 300 mm lower than the designated minimum building floor elevation on adjacent properties; Intersection designs should recognize the major flood route function of the road and be designed to safely pass the major flood flow;

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The p iped system designed for the minor runoff event may be oversized to accommodate major flows. A design submission detailing capacity calculations for the oversized minor system shall be submitted to the Superintendent for approval; Flooding of private property is not acceptable except in specifically design flood passage works in statutory right-of-way in favour of the Town; Overland flood routes for major storm events are required for all sag points in a road and for all down slope cul-de-sacs. Overland flood routes complete with calculations of runoff anticipated to result from a 100 year rainfall event shall be detailed on the development design drawings and stormwater management plan.

2. DESIGN CRITERIA

Runoff Analysis and Stormwater Modelling Stormwater management infrastructure shall be designed to accommodate post development stormwater using an approved hydrologic/hydraulic model or the Rational Method. For development where the contributing area is 10 ha or less, the Rational Method may be used to comple te peak runoff. Stormwater management programs shall be used for analysing larger catchments and for the design of storage facilities. The selection and appropriate application of modelling software is a decision of the Professional Engineer. Justification for the selected software shall be submitted to the Superintendent for approval. Generally, computer models shall have the capability to: Generate hydrographs; Route hydrographs through a network of pipes, open channels and storage works providing volumes and hydraulic grade lines; and, Simulate both minor and major runoff events and illustrate interrelationships. To document the design rationale used to develop the hydrologic model and to standardize the presentation of model results, the design reports shall include an appropriate section which shall indicate the following: Type and version of computer model used; Summary of all paramet ers and specific simulation assumptions used; Design storms used, to be clearly documented and plotted; A summary of peak flows for each system component; Inflow and outflow hydrographs for storage facilities; Predicted hydraulic grade lines throughout drainage system under conditions governing the design;

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Volumetric runoff coefficient and unit peak flow (peak flow divided by area) summarized for each catchment. The report documentation shall include: A plan showing sub-catchment areas, watershed boundary (including upstream catchments) and the drainage system; A plan identifying the specific land uses modelled for each development condition analysed; Stage-area and storage-discharge curves for detention ponds and the layout (including sizing) of pond control devices; The functional layout and sizing of any flow control/diversion structure and the tabular/graphical plots of inflow and outflow hydrographs; Tables summarizing the above described performance related parameters. Rational Method Peak stormwater flows from drainage areas of 10 ha or less may be derived by the Rational Method described as follows: 𝑄 = 𝐾 ∗ 𝐶 ∗ 𝐼 ∗ 𝐴

Where: Q = Flow in m3/s; K = Constant to establish units of compatibility (0.00278); C = Dimensionless runoff coefficient; I = Rainfall intensity in mm/hr; and A = Runoff area in hectares. The value of the design rainfall intensity (I) for the Rational Formula is selected from the appropriate Intensity Duration Frequency (IDF) curve contained in Figure 5.1, with a duration chosen to coincide with the Time of Concentration (Tc).

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Figure 5.1 Rainfall Intensity, Duration, Frequency Design Curves

The time of concentration is the time required for runoff from the farthest point within the drainage basin to reach the design reference point. The time of concentration comprises two components as per the following formula: 𝑇𝑐 = 𝑇𝑖 + 𝑇𝑡

Where: Tc = Time of concentration in minutes; Ti = Inlet or overland flow time in minutes; Tt = Travel time in sewers, ditches or other overland flow systems in minutes, Minimum values for several development types are summarized in Table 5-1. Table 5-1 Minimum Inlet Time Land Use Up to 10 Year Return Frequency (minutes)

100 Year Return

Frequency (minutes) Single Family/Duplex 15 10 Multi Family 10 5 Commercial/Industrial/ Institutional 5 5

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Where the travel distance measured from the farthest point within the drainage area to the design reference point exceeds 300 m, the inlet time may be calculated however the result cannot be less than values presented in the preceding table. The travel time in the drainage system (Tt) may be calculated using open channel or pipe flow equations for the selected pipe, channel or other conveyance system. Calculations shall be provided for inlet time (Ti) and travel time (Tt) used for design purposes. Runoff coefficients for storm sewer design using the Rational Method shall not be less than the values specified in Table 5-2 where impervious surface reduction is not a development site planning objective. Runoff resulting from an extreme rainfall event, i.e. 100 year return period will be greater than a rainfall event having a lower return period. Accordingly, Table 5-2 provides a separate set of runoff coefficients for use with storms having a return period of up to a 25 year return period event. Where the Rational Method is being applied to mixed land use within a drainage area, a weighted average ‘C’ value should be used and can be calculated from the following formula: 𝐶𝑎𝑣𝑔 = ∑ 𝐴𝑖𝐶𝑖 ∑ 𝐴

Where; Ai = Area with the same type of land use correlated to Ci in hectares; Ci = Dimensionless runoff coefficient; and A = Sum of all areas in hectares.

The Town encourages design methodologies having the objective of reducing impervious surfaces and providing retention to reduce peak flows. In these instances, alternative runoff coefficients from values presented in Table 5.2 may be acceptable with appropriate technical support documentation.

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Table 5.2 Runoff Coefficients Description of Area < 25 Year Event 100 Year Event Agricultural/Natural State 0.1 0.15 Roofs or Pavement 0.95 1.00 Commercial/Institutional 0.60 0.65 Industrial 0.65 0.70 Single Family Residential 0.40 0.45 Multi Family Low Density Residential 0.60 0.65 Apartment High Density Residential 0.70 0.75 Parks 0.15 0.20 Capacity Assessment of Pipes and Channels The capacity of pipes and channels under gravity flow conditions shall be determined by the Manning’s formula. Roughness coefficients for use in the Manning’s formula are presented in the following table: Table 5.3 Manning’s Formula Roughness Coefficients Pipe or Channel Material Roughness Coefficient Concrete Pipe 0.013 PVC Pipe 0.011 Corrugated Metal Pipe 0.024 - 0.033 Smooth Asphalt 0.012 Asphalt or Concrete Paving 0.014 Packed Clay 0.030 Light Turf 0.200 Dense Turf 0.350 Dense Shrubbery 0.400 A minimum velocity of 0.60 m/sec is to be provided in all storm sewer mains at the design flow using the Manning’s formula. Storm sewers 450 mm and smaller in diameter shall be sized for the required design capacity flowing 3/4 full or less. Storm sewers 5 25 mm and larger in diameter may be sized for the design capacity under full flow conditions. There are no maximum allowable velocities or grades. Erosion, abrasion, anchorage and energy dissipation are design factors to be considered when pipe velocities exceed 4 m/sec.

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Minimum Pipe Diameters Minimum pipe diameters for components of a piped storm drainage system are per Table 5.4. Table 5.4 Minimum Drainage Pipe Diameters Component Minimum Pipe Diameter Storm Sewers Main 250 mm Culverts 450 mm for crossing roads 300 mm for crossing driveways

Catch Basin Leads 200 mm for single catch basin 250 mm for double catch basin

Service Connections 100 mm for residential 150 mm for commercial/industrial

Where a storm sewer accepts runoff through an inlet structure in an open ditch, the minimum storm sewer size is 300 mm. Generally, storm sewers shall not decrease in size downstream of the inlet point. Alignment of Storm Sewer Mains Refer to 1.6 of Section 4.0 Sanitary Sewers Depth of Cover The minimum depth of cover provided over storm sewers and services within a road cross section as shown in the Standard Drawings. Within statutory rights-of- way where no storm water services are proposed, the minimum cover shall be 1.2 m. Manholes Manholes shall be installed at a maximum spacing of 120 m and in the following locations: Upstream ends of storm sewer mains; All changes in grade; All changes in alignment, except as permitted for curved storm sewers; At the beginning and end of pipe curvature for curvilinear storm sewers; All changes in pipe size; All pipe junctions except for 100 mm and 150 mm service connections; Where future connections are proposed; and,

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Every catch basin lead connection. Manhole Hydraulics Crown elevations of inlet sewers shall not be lower than the crown elevation of outlet sewers. The minimum drop in invert elevations across manholes are as follows: Straight run: 10 mm drop; Deflections up to 45 degrees: 30 mm drop; and, Deflections 45 to 90 degrees: 50 mm drop. Internal and exterior drop structures at manholes are not acceptable. Invert differences in elevation within a manhole of up to 0.45 m are acceptable. Steeping of inlet grades and/or vertical curves in inlets to storm manholes if the grade of the storm sewer is increasing through the vertical curve ending at a manhole, are options to provide invert elevation differences not exceeding 0.45 m. Drainage Drywells Where drainage drywells are proposed as stormwater infiltration infrastructure, the required draina ge drywell wall surface areas shall be determined using Darcy's Empirical Law as follows: 𝑄 = 𝐴 ∗ 𝐾 ∗ 𝑖 Where: Q = Design flow in m³/s; A = Cross-sectional area of soil through which flow takes place in m²; K = Coefficient of permeability of receiving soils in m/s; i = Hydraulic gradient within proximity to the drywell. Typical values for the Coefficient of Permeability, K, are presented in Table 5.5. Table 5.5 Typical Values for Coefficient of Permeability Typical Soil Relative Permeability Typical Value of K, m/s Coarse Gravel High Permeability over 10-3 Sand, Fine Sand Medium Permeability 10-3 to 10-5 Silty Sand, Dirty Sand Low Permeability 10-5 to 10-7 Silt Very Low Permeability 10-7 to 10-9 Clay Practically Impervious Less Than 10-9

Upon determination of the required drywell surface area using Darcy’s Law, a safety factor of 2 shall be applied.

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Drainage drywells shall, unless otherwise approved by the Superintendent, be located in the road boulevard or within other lands dedicated to the Town for the purpose of drainage disposal. The depth of the drywell will vary in accordance with the design flow and soil characteristics. Drainage drywells shall be constructed as shown on the applicable Standard Drawings. Catch Basins Catch basins shall be constructed as shown on the applicable Standard Drawings. Double catch basins with curb inlets shall be provided at all sag points. Catch basins shall be located at a maximum spacing of 75 m along the drainage path, at all intersections in such a manner to minimize interference with crosswalks and, where possible, shall be located upstream of crosswalks. Catch basins shall not be installed in wheelchair ramps, crosswalks or driveways. Also, catch basins shall be located at all low points or spaced at intervals such that not more than 10% of the gutter flow reaching each inlet will pass on to the next inlet downstream. Catch basin spacing is to provide sufficient inlet capacity to intercept the design stormwater flow. The capacity of a single catch basin (in sump conditions) can be calculated using the orifice formula: 𝑄 = 𝑘 ∗ 𝐶 ∗ 𝐴√2𝑔ℎ

Where: Q = Inlet capacity in m³/s; k = Clogging factor (0.60); C = Orifice coefficient (0.80); A = Open area (0.68 m² for Dobney B-23 grate); g = Gravitational acceleration (9.81 m/s²); and, h = Depth of ponding in metres. Lawn basins are required on boulevards and private properties where necessary to prevent ponding or flooding of sidewalks, boulevards, driveways, buildings and private properties. Catch Basin Leads The minimum diameter of catch basin leads shall be as per Table 5.4. Additional requirements related to catch basin leads are: a) Minimum grade shall be 2%; b) For PVC catch basin leads, the minimum cover shall be 0.90 m within a roadway; c) In all cases, the minimum cover on a catch basin lead shall not be less than 0.60 m.

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Service Connections Storm sewer service connections to individual properties shall be provided only where required for foundation or stability reasons as determined necessary by a geotechnical assessment. In these circumstances, the storm sewer connection would be designed to accept groundwater from a foundation perimeter drain system and/or roof drainage. The function and details of the storm sewer connection shall be addressed by the geotechnical assessment. Where storm sewer services are proposed: a) Service connections shall be in accordance with the Standard Drawing for a sanitary sewer service; b) An inspection chamber is to be installed 300mm from the property line on all storm services; c) The minimum storm service size is 150mm and the minimum grade, 1%; d) Storm services, where required, shall be installed at a 2.0 m offset from the lower property corner and be installed in a common trench with the sanitary sewer service. Alternative Infiltration Systems Alternative infiltration systems that are acceptable to the Town are listed following: a) Perforated storm sewers. A proposal to construct perforated storm sewers shall be accompanied by a geotechnical report confirming that soils are suitable for stormwater disposal and that discharged stormwater will not adversely impact adjacent properties and/or other infrastructure within the road cross section; b) Rain tank retention and disposal system. These systems represent acceptable infrastructure for the infiltration of stormwater. Rain tank systems are most appropriate as an onsite system for runoff disposal prior to runoff onto municipal streets. Where a rain tank system is proposed as municipal infrastructure, the system must be located in the road boulevard area and be designed consistent with the Standard Drawings; c) Rain gardens and biofiltration swales. These systems generally comprise a roadside ditch or swale containing soil or decorative rock where the objective is stormwater attenuation and infiltration. Where rain gardens and/or bioswales may be proposed as stormwater management infrastructure, they are to be operated and maintained by the Town; • A modified typical road cross section may be required to provide additional right-of-way width to accommodate the proposed bioswale; • Bioswales and rain gardens are most applicable to low volume residential streets;

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• The minimum depth of a swale shall be 150 mm and the maximum depth 300 mm. The swale surface shall be low maintenance comprising decorative rock on landscape fabric. Stormwater Attenuation and Detention Stormwater attenuation and detention works represent preferred technology to the alternative of larger pipes. To the greatest extent practical stormwater detention infrastructure is to be designed as onsite works not operated and maintained by the Town. Applicable onsite technology options include surface storage, i.e. parking lots, swales, and basins and subsurface tanks, pipes, etc. Where stormwater detention infrastructure is proposed to be operated and maintained by the Town, accessibility, safety and minimal long term operation and maintenance requirements represent primary design requirements. Any proposed stormwater detention structure shall be presented t o the Superintendent for review and comment prior to detailed design. Storm Sewer Main Location and Right-of-Way Requirements Storm sewers shall, to the greatest extent practical, be located in the road right- of-way on offsets consistent with the Standard Drawings. Where a storm sewer cannot be located within a road right-of-way, a statutory right-of-way a minimum of 6m in width, is required.

3. MATERIALS

General Material related sections of Part 2 Section 4 – Sanitary Sewers are applicable to storm drainage infrastructure.

4. EXECUTION

General Workmanship related sections of Part 3 Section 4 – Sanitary Sewers are applicable to storm drainage infrastructure with the following exceptions: a) Except where a geotechnical assessment indicates otherwise, stormwater manholes do not have to be watertight; b) Except where a geotechnical assessment indicates risks associated with leakage from storm drainage infrastructure, storm sewers do not have to be tested for leakage.

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LIGHTING

- LIGHTING

1. GENERAL

Permit Fees to Be Paid By Applicant The Applicant shall be responsible for obtaining all required electrical permits, arranging for all electrical inspections for the works and paying all fees for such permits. A copy of the permits is to be submitted to the Town at the time of application for final approval.

2. DESIGN CRITERIA

Levels of Illumination The levels of illumination in average lux and uniformity ratios shall be as presented in Table 6-1. Table 6.1 Illumination Requirements

Part 1 – Minimum Level of Illumination in Average Lux

Road Residential Industrial Commercial Collector Road 6.0 10.0 13.0 Local Roads 4.0 7.0 9.0 Pathways 4.0 Lanes 4.0 2.0 2.0

Part 2 – Uniformity Ratios* (Average : Minimum)

Road Uniformity (Average : Minimum) Collector 4 : 1 Local 5 : 1 Pathways 4 : 1 *Uniformity ratios and minimum illumination values are based on a maintenance factor of 0.75. Electrical Service The connection to the electrical utility will be made into the power base of a lamp standard as shown on the Standard Drawings. In areas with overhead power, it is the responsibility of the applicant to determine the proposed pole locations and opportunities for street lights. Similarly, where

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the underground electrical distribution system is required, it shall be the responsibility of the applicant to coordinate and make arrangements for the underground electrical distribution system with the electrical utility . Design drawings for the underground electrical distribution system shall be submitted to the Town f or approval together with all other design drawings for other development services as required. Applicable Codes and Regulations The British Columbia Electrical Code, the most recent edition, and standards of the electrical utility, shall be applicable to the design, construction and operation of the street lighting system. It shall be the responsibility of the applicant to: Make all necessary applications for service to the electrical utility and pay all applicable application fees; Make all necessary arrangements with the electrical utility for the electrical service connection, energization of the street light circuit and commissioning; Make necessary applications and pay applicable fees for an Electrical Permit issued pursuant to the BC Electrical Code; Construct the works in accordance with the requirements of the issued Electrical Permit; Provide, prior to energizing the street lighting, a Certificate of Inspection from the Electrical Inspector or equivalent declaration by the electrical contractor.

3. MATERIALS

General Electrical materials used in the street lighting system shall be new and shall be approved by and bear the label of the Canadian Standards Association. Street Light Poles Poles shall be as shown on the Standard Drawing and shall be a minimum 11 gauge octagonal steel anchor base type with 2.5 m davit and a minimum height of 8.0 m for local roadways and 9 m for collector roadways as shown on the Standard Drawings. Poles shall be complete with anchor bolts, nuts and nut covers, handhole and water tight cover assembly, grounding stud and fuse, and terminal block assembly as shown on the Standard Drawing. Poles shall be factory hot dipped galvanized coat in accordance with CAN/CSA -S16.1 and

CAN/CSA-G164.

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Conductors All conductors shall be copper and not less than No. 8 AWG stranded. Where the Town considers that there is a risk of thef t of the street lighting wiring, the Superintendent may require that aluminum conductors be installed. All insulated conductors shall be colour coded. White shall be used for the neutral conductor. Conductors run in rigid PVC conduit or in the interior of street light poles shall be wire type as listed in Table 19 of the Canadian Electrical Code for use in raceways (wet location). Adequate slack shall be provided in the pole to permit removal of connected wires and fusing through the handhole for maintenance. Conduit Rigid PVC conduit shall be acceptable provided that it bears a CSA Certification label and all fittings shall be CSA Certified. PVC conduit shall be installed in strict accordance with the Manufacturer's recommendation, using CSA certified cement. The conduit shall not be bent in the field. Only factory bends shall be acceptable. The minimum conduit size shall be 50 mm diameter. Luminaries and Lamps Luminaires shall be LED with cut off optics and photocells. Luminaires shall be GE ERL2-0-18-C3-40-D-Gray ILR (70W LED with Type II optics) or approved equal with photocell option where specified. Junction Boxes Junction boxes shall be PVC or concrete. PVC boxes with street lids shall be used in sidewalk areas only. Concrete boxes with street lids shall be used in all areas subject to vehicle traffic. Concrete lids may be used in areas not subject to vehicle traffic. Pole Bases Precast concrete bases for poles shall be as shown on the Standard Drawings. Fusing There shall be one in-line (cartridge type) fuse per street light, located within each pole and accessible through the hand hole. Ornamental Lighting The Superintendent may require ornamental lighting, banner arms, basket hangers, and internal irrigation.

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4. EXECUTION

Installation Conduits shall be i nstalled in accordance with the Standard Drawings at a constant depth and on the alignment shown on the approved construction drawings. Conduits under existing paved roads, driveways or sidewalks shall be installed by tunnelling, unless the Superintendent gives his express written consent for open trench construction. Service line conductors and all other electrical components shall be instal led in conformance with the standard drawings in the B.C. Electrical Code. Conduits shall be buried in a trench with not less than 0.60 m of cover provided . Warning tape shall be provided over the conduit as per the Electrical Code. In all trenches, the conduit shall be snaked slightly to permit expansion and contraction. All ducts shall be sand bedded. Bases shall be constructed and installed as shown on the Standard Drawings. The standards shall be erected plumb, using shims if required. Luminaries shall be securely fastened to the lighting poles and oriented to produce the required light distribution.

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ELECTRICAL AND COMMUNICATIONS

– ELECTRICAL, COMMUNICATIONS AND GAS

1. GENERAL

Construction In Accordance With Utility Company Requirements Electrical, Telephone, Internet, Television, and other Communication services shall be installed in accordance with the requirements of the applicable utility company intended to service the development and the Electrical Inspector of Electrical Energy of the Province of B.C, if applicable. Underground Electrical Systems Underground systems shall include the supply and installation of all necessary conduits, wiring, transformers, service runs and connections for a complete and fully operative underground electrical system designed by the utility company and approved by the Superintendent and the Inspector of Electrical Energy of the Province of B.C. Underground Telephone and Cablevision Underground telephone and cablevision shall include the supply and installation of all necessary conduits, wiring, service runs and connections for a complete and fully operative underground telephone system designed by Telus and the cablevision company serving the development and approved by the Superintendent. Gas Distribution System Where proposed development is to be served by a natural gas distribution system, the distribution system shall be designed by FortisBC and shall be approved by the Superintendent prior to the construction. The system or extension shall be installed to minimize conflicts with other utilities, boulevard trees, property pins, etc. Where practical, the gas distribution system shall be installed after deep utilities but before curb and gutter to minimize damage/conflicts. The developer is responsible for rehabilitation of boulevards, replacement of property pins, and repair of other utilities caused by the gas distribution system construction.

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2. DESIGN CRITERIA

Horizontal Location Horizontal location of underground ducting shall be as shown on the Standard Drawings. Systems shall be laid out with due regard for other utilities, and shall have the approval of the Superintendent as well as the utility company involved. Where overhead distribution is specified, pole locations and any anchor easements shall be approved by both the Superintendent and the appropriate utility company. Care shall be taken to eliminate any aerial trespass. Vertical Location All conduit to have a minimum of 750 mm cover or to the depths specified by the local authority, whichever is greater. Detailed Design Details of design such as vertical and horizontal location of service boxes, size and type of conduits, kiosk dimensions and ducting and all wiring details shall be as outlined in the specifications and drawings provided by the applicable utility company.

3. MATERIALS

Electrical Systems All materials used in the underground or overhead electrical distribution system shall be as specified by the electrical utility company. Other Utility Systems All materials used shall be as specified by the applicable utility company.

4. EXECUTION

Underground Installation Installation requirements such as trenching, installation of ducting and backfilling shall be according to specifications supplied by the applicable utility company. Clean-up After installation of all underground ducting service boxes, kiosks, etc. the boulevard area shall be shaped to grade and all debris shall be removed.

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STANDARD DRAWINGS

- STANDARD DRAWINGS

Section C – General

C-1 Symbols for Utilities and Services C-2 Standard Format for Plan/Profile Drawing C-3 Service Card Utilities and Services C-4 Encasement and Carrier Pipe Detail C-5 Typical Trench Section C-6 Typical Pipe Bedding and Backfill Within the Pipe Zone C-7 Typical Lot Service Locations

Section R – Roads

R-1 Collector Road Section R-2 Local Residential Road Section R-3 Industrial Road Section R-4 Rural Road Section R-5 Lane Section R-6 Walkway Section R-7 Residential Cul de Sac R-8 Curb Types R-9 Separate Sidewalk R-10 Wheel Chair Ramp, Curb Radius and Corner Cut R-11 Sidewalk Cross-Over & Finishing Details R-12 Boulevard Trees

Section W – Waterworks

W-1 Typical Domestic Water Service W-2 Below Grade Blow Off Assembly W-3 Typical Air Release Valve Installation W-4 Typical Fire Hydrant Assembly W-5 Typical Valve Box Details W-6 Typical Thrust Block Details W-7 Typical Temporary Above Ground Self-Draining Standpipe W-8 Water and Sewer Main Anchors W-9 Watermain Relocation W-10 Typical Inside Water Meter Installation W-11 Typical Inside 38mm (1.5”) and 50mm (2”) Water Meter Installation W-12 Frostproof 19mm and 25mm Meter Pit for Non Traffic Areas W-13 Frostproof 38mm and 50mm Meter Vault for Non Traffic Areas W-14 150mm or 200mm Meter Station

Section S – Sanitary Sewer

S-1 Sewer Manhole S-2 Interior Drop Manhole S-3 Exterior Drop Manhole S-4 Sanitary Sewer Cleanout

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 60

STANDARD DRAWINGS

S-5 Sanitary Sewer Service Connection S-6 Inspection Chamber Detail S-7 Service Connection Detail in a Cul-de-Sac S-8 Manhole Frame & Cover Details

Section D – Storm Sewers and Drainage

D-1 Rainfall Intensity – Duration – Frequency Design Curves D-2 Catch Basin Assembly Standard Type D-3 Catch Basin Assembly Curb – Inlet Type D-4 Catch Basin Assembly Curb – Mountable Curb D-5 Drainage Drywell D-6 Storm Tank Drywell

Section SL – Street Lighting

SL-1 Street Light – Davit Type SL-2 Street Light Anchor Base For Type A Poles SL-3 Street Light Anchor Base For Type B Poles SL-4 Power Base Details SL-5 Handhole Wiring Schematic – 120V Street Light

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 61

APPROVED PROJECTS LIST

- APPROVED PRODUCTS LIST

The following presents the list of approved products at the time this standards manual was prepared. The Superintendent may revise this list as necessary.

Table 9.1 Approved Products List

Section Manufacturer Product

Water Terminal City Fire Hydrants Mueller Service Hardware and Valves Singer Pressure reducing valves USF Fabrication Hatches Neptune Water Meters Storm Drainage Propex Fabrics Filter cloth style 4553 TenCate Mirafi Filter cloth Miriafi 180N Westview Sales Cast iron trapping hood Armtec Boss 2000 storm sewer pipe Dobny Foundry Catch Basin Frame and Cover Sanitary Sewer South Okanagan Concrete Manhole Barrel and Base Dobny Foundry Manhole Frame and Cover

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 62

STANDARD DOCUMENTS

- STANDARD DOCUMENTS

SCHEDULE A - DEVELOPMENT AGREEMENT

DOCUMENT

SCHEDULE A - DEVELOPMENT AGREEMENT DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 1 OF 6

THIS AGREEMENT made this day of A.D., 20____.

BETWEEN: THE TOWN OF PRINCETON, under the laws of the Province of British Columbia, having an office at 151 Vermillion Avenue, Princeton, Province of British Columbia,

(hereinafter called the “Town”)

OF THE FIRST PART

AND:

(hereinafter called the "Owner")

OF THE SECOND PART

WHEREAS:

A. The Owner is the registered owner or holder of a Registered Right to Purchase lands and premises situate, lying and being in the Town of Princeton, Province of British Columbia, and more particularly known and described as:

(hereinafter called the "Land");

B. The Owner wishes to subdivide or develop the Land, or part thereof, in the manner shown on a Plan of Subdivision or Building Permit Application which has been submitted by the Owner to the Subdivision Approving Officer or Building Inspector of the Town of Princeton for approval, a copy of which such plan is attached hereto as Schedule "One (1)", and is hereinafter called the "Subdivision Plan" or “Building Permit Plan”; C. The Owner is desirous of entering into this Agreement with the Town pursuant to the provisions of Section 940 of the Local Government Act, in order to obtain approval from the Subdivision Approving Officer of the Subdivision Plan or Building Inspector for the Building Permit prior to completion of the construction and installation offsite of all works and services required by the Town.

SCHEDULE A - DEVELOPMENT AGREEMENT DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 2 OF 6

NOW THIS AGREEMENT WITNESSETH that in consideration of the premises and of the mutual covenants and agreements herein contained, the parties hereto covenant and agree as follows:

1. In this Agreement, unless the context otherwise requires:

“Work” shall be construed to mean and include all works, services, roads and any other improvement required to be constructed and erected or installed, both on and off the Land, by the Owner under provisions of this Agreement. “Complete” or “Completion” or any variation of these words, when used with respect to the work referred to herein, shall mean completion of the work, or a part thereof as the context requires, in accordance with the provisions of this Agreement and to the satisfaction of the Town’s Chief Administrative Officer when so certified by him in writing. “Administrator” shall mean the Chief Administrative Officer for the Town of Princeton or his/her deputy. “Contractor” shall mean and include contractors and sub -contractors employed by the Owner, directly or indirectly, in the construction and installation of the work. “Building Inspector” means the Building Inspector for the Town of Princeton. “Subdivision Approving Officer” means the subdivision approving officer for the Town of Princeton.

2. The Owner covenants and agrees to construct and install on the Land and off-site as the

case may be, in accordance with the plans and specifications initialled by each of the parties hereto for identification, the following work: .1 Drainage works and services; .2 Sanitary sewerage works and services; .3 Waterworks and services; .4 Boulevards; .5 Curbs, gutters and sidewalks; .6 Roadworks including lanes; .7 Street lighting; and .8 Underground electrical and telephone works; Each of the parties hereto acknowledge having in its or his possession a true copy of the aforesaid plans and specifications (herein called the "Approved Engineering Plans"), and acknowledge and agree that the Approved Engineering Plans are hereby incorporated into and made part of this Agreement and are attached as Schedule "Two (2)".

SCHEDULE A - DEVELOPMENT AGREEMENT DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 3 OF 6

3. All work shall be carried out by the Owner or his contractors in accordance with the Approved

Engineering Plans, and in accordance with the provisions of the Subdivision and Development Servicing Standards Bylaw of the Town of Princeton and as amended from time to time.

4. The cost of all work herein shall be borne by the Owner.

5. The Owner shall obtain and provide to the Town, upon request, true copies of all contracts

and sub-contracts entered into by the Owner or its contractors relating to the work.

6. The decision of the Town’s Subdivision Approving Officer shall be final and binding on all

parties hereto in determining whether or not the work or any part thereof has been carried out and completed in accordance with the provisions of this Agreement and the Subdivision and Development Servicing Standards Bylaw.

7. When the Owner is satisfied that he has caused the work to be completed, and prior to final

approval or permit, he shall submit to the Town Administrator final as -built drawings comprising two (2) sets of prints sealed by a Professional Engineer, one (1) set of AutoCAD files (latest release) and one (1) set of digital Adobe (pdf) files.

8. The Owner shall cause all work herein to be carried out and completed not later than the

____ day of , 20 (hereinafter called the "Completion Date").

9. Prior to obtaining approval of the Subdivision by the Administrator or Building Permit by the

Building Inspector, the Owner: .1 Shall pay all arrears of property taxes charged against the Land by the Town; and .2 Shall pay all current assessed property taxes levied against the Land by the Town.

10. The Owner further covenants and agrees to pay to the Town, prior to commencement of the

subdivision or development, charges for the inspection of the works in the amount of ________________________, ($____________) as determined by the Town.

11. Prior to approval of the Subdivision Plan by the Subdivision Approving Officer or the Building

Permit by the Building Inspector, and as security for the due and proper performance by the Owner of all his covenants and agreements herein contained, the Applicant shall deposit with the Town an unconditional, irrevocable Letter of Credit for a term of not less than twelve (12) months, in the amount of ($ ), which is equal to One Hundred and Twenty Five percent (125%) of the cost of constructing and providing all of the work required to be constructed and installed by the Owner under the terms of this Agreement, and as shown on the approved engineering plans. An estimate of cost of the work shall be prepared and sealed by the Owner’s Professional Engineer. The estimate shall be submitted for review and approval of the Subdivision Approving Officer. The Owner agrees that if the work or any part thereof is not completed in accordance with the provisions of this Agreement by the Completion Date, or if the Owner shall be in default of any of his covenants herein contained, and such default shall continue for a period of fourteen (14) days after notice thereof has been given as per paragraph 15 by the Town to the Owner, the Town may call for and receive the funds secured by the Letter of Credit and the Town may complete the work at the cost of the Owner and deduct from any fund held by

SCHEDULE A - DEVELOPMENT AGREEMENT DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 4 OF 6

the Town as security hereunder, the cost of such completion, and the balance of the deposit, if any, shall be returned to the Owner less any administration fees levied by the Town. If there are insufficient funds on deposit with the Town under the Letter of Credit, then the Owner shall pay such deficiency to the Town immediately upon receipt of the Town's invoice for completing the work. It is understood and agreed that the Town may do such work either by itself, or by contractors employed by the Town. Any invoice rendered by the Town to the Owner under the provisions of this paragraph, shall be regarded as charges for work done or service provided under the provisions of the Local Government Act and may in addition to any other remedy available to the Town, be collected in the same manner and with the like remedies as ordinary taxes upon Land and improvements are collected under the said Act.

12. The Town will consent to reduction in the amount secured by the Letter of Credit, or cash,

from time to time, and in accordance with the following: .1 The percentage of the credit reduction will be equal to the percentage of the cost of the work done as determined by the Town Subdivision Approving Officer; .2 No reduction will be allowed for any amount less than five (5) percent of the total cost of the construction of the work; .3 Notwithstanding .1 and .2 herein, the Town will not refund an amount whichever is the lesser of 5% of the total cost of the constructing the work until the expiry of one (1) year following the full and final completion of all the work; and, .4 Upon the expiry of the aforesaid one (1) year period, and provided that the Owner is not then in default under any of his covenants herein contained, and upon final approval of the work by the Town Subdivision Approving Officer, the Town will as soon as possible, reduce the remaining security to zero (nil).

13. The Owner covenants and agrees to indemnify and save harmless the Town and its servants,

agents and employees from and against all actions, proceedings, costs, damages, expenses, claims and demands whatsoever and by whomsoever brought or made against the Town or its said servants, agents and employees, resulting directly or indirectly from the construction or installation of the work.

14. In consideration of due and proper performance by the Owner of his covenants herein

contained, the Town covenants and agrees to permit the Owner to carry out and perform the work.

15. Any demand or notice required or permitted to be given under the provisions of this

agreement shall be in writing and may be given by mailing such notice by prepaid registered post to the party concerned at the address for such party first above-recited, and any such notice or demand mailed as aforesaid shall be deemed to have been received by the party to whom it is addressed on the second business day after the date of posting thereof.

SCHEDULE A - DEVELOPMENT AGREEMENT DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 5 OF 6

16. The Owner acknowledges and agrees that immediately upon issuance by the Town

Subdivision Approving Officer of his certification stating that the work has been completed, all right, title and interest in and to the work shall immediately pass to and vest in the Town, but nothing herein contained shall derogate from the obligation of the Owner to maintain the work for a period of one (1) year following completion as aforesaid.

17. It is understood and agreed that the Town has made no representations, covenants,

warranties, guarantees, promises or agreements (oral or otherwise) with the Owner other than those contained in this Agreement.

18. Wherever the singular or masculine is used herein, the same shall be construed as meaning

the plural, feminine or body corporate or politic where the context or the parties so require.

19. This Agreement and the terms, covenants and conditions herein contained shall enure to the

benefit of and be binding upon the parties hereto and their respective heirs, executors, administrators, successors and assigns.

SCHEDULE A - DEVELOPMENT AGREEMENT DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 6 OF 6

IN WITNESS WHERE OF the parties hereto have executed this Agreement at the Town of Princeton, Province of British Columbia, the day and year first above written.

THE TOWN OF PRINCETON )

) ) ) ) Mayor: ) C/S ) ) ) ) Corporate Officer: ) ) ) ) ) C/S Owner: ) (if a corporation) ) ) ) ) Owner: )

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 70

STANDARD DOCUMENTS

SCHEDULE B - STANDARD STATUTORY

RIGHT-OF-WAY DOCUMENT

SCHEDULE B - STANDARD STATUTORY RIGHT-OF-WAY DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 1 OF 4

LAND TITLE ACT

FORM C (Section 219.9)

Province of British Columbia GENERAL INSTRUMENT - Part 1 (This area for Land Title Office Use)

1. APPLICATION: (Name, address, phone no. and signature of applicant, applicants solicitor or agent)

The Town of Princeton P.O. Box 670, 151 Vermillion Avenue Princeton, B.C. V0X 1W0 Administrator Phone (250) 828-0881

2. PARCEL IDENTIFIER(S) AND LEGAL DESCRIPTION(S) OF LAND: *

(PID) (LEGAL DESCRIPTION)

____-____-____ ______________________________________________

3. NATURE OF INTEREST:*

DESCRIPTION DOCUMENT REFERENCE PERSON ENTITLED TO INTEREST

(Page and Paragraph) Statutory Right-of-Way Entire Instrument pages 2-3 Town of Princeton

4. TERMS: Part 2 of this instrument consists of (select one only)

(a) Filed Standard Charge Terms D.F. No. (b) Express Charge Terms x Annexed as Part 2 (c) Release There is no Part 2 of this instrument

A selection of (a) includes any additional or modified terms referred to in Item 7 or in a schedule annexed to this instrument. If (c) is selected, the charge described in Item 3 is released or discharged as a charge on the land described in Item 2.

5. TRANSFEROR(S):*

__________________________________________________

6. TRANSFEREE(S): (including occupation(s), postal address(es) and postal code(s))*

THE TOWN OF PRINCETON,

P.O. Box 670, 151 Vermillion Avenue Princeton, B.C. V0X 1W0

7. ADDITIONAL OR MODIFIED TERMS: *

N/A

8. EXECUTION(S):** This instrument creates, assigns, modifies, enlarges, discharges or governs the priority of the interest(s) described in Item

3 and the Transferor(s) and every other signatory agree to be bound by this instrument, and acknowledge(s) receipt of a true copy of the filed standard charged terms, if any. Execution Date Officer Signature(s) Y M D Party(ies) Signature(s) by its authorized signatory:

Print Name:

OFFICER CERTIFICATION:

Your signature constitutes a representation that you are a solicitor, notary public or other person authorized by the Evidence Act, R.S.B.C. 1979, c. 116, to take affidavits for use in British Columbia and certifies the matters set out in Part 5 of the Land Title Act as they pertain to the execution of this instrument. * If space insufficient, enter “SEE SCHEDULE” and attach schedule in Form E. ** If space insufficient, continue executions on additional page(s) in Form D

SCHEDULE B - STANDARD STATUTORY RIGHT-OF-WAY DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 2 OF 4

THIS INDENTURE made the ______ day of ________________, 20____ .

BETWEEN:

(hereinafter called the "Grantor")

OF THE FIRST PART

AND:

THE TOWN OF PRINCETON

of Box 670, 151 Vermillion Avenue, Princeton, British Columbia V0X 1W0 (hereinafter called the "Grantee")

OF THE SECOND PART

WHEREAS the Grantor is the registered owner or is entitled to become the registered owner of an estate in fee simple of ALL AND SINGULAR those certain parcels or tracts of land and premises situate, lying and being in the Town of Princeton, in the Province of British Columbia, and being more particularly known and described as:

(hereinafter called the "Lands of the Grantor")

AND WHEREAS the Grantor and Grantee have agreed to enter into this agreement pursuant to the Land Title Act, R.S.B.C. 1996, Chapter 250 and amendments thereto;

AND WHEREAS it is necessary for the operation and maintenance of the Grantee's undertaking, hereinafter described, to install and maintain a system of sewerage works, and/or waterworks, and/or drainage works, including all pipes, valves, fittings, buildings and facilities in connection therewith and/or hydro-electric works including all wires, poles, conduits and other facilities in connection therewith;

(hereinafter called the "Works")

The Grantor has agreed to permit the construction by the Grantee of the aforementioned works on a portion of the said Land and to grant for that purpose the right-of-way hereinafter described; NOW THEREFORE THIS INDENTURE WITNESSETH that in consideration of the sum of ______________________________Dollars ($ ) of lawful money of Canada, now paid by the Grantee to the Grantor (the receipt and sufficiency of which is hereby acknowledged by the Grantor), and in consideration of the covenants and conditions hereinafter contained to be observed and performed by the Grantee and for other valuable consideration:

SCHEDULE B - STANDARD STATUTORY RIGHT-OF-WAY DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 3 OF 4

1.0 THE GRANTOR DOTH HEREBY:

1.1 Grant, convey, confirm and transfer, in perpetuity, unto the Grantee the full, free and uninterrupted right,

licence, liberty, privilege, permission and right-of-way to lay down, install, construct, operate, maintain, inspect, repair, replace and otherwise establish one or more systems of Works upon, over, under and across that part of the Land of the Grantor as shown on right-of-way Plan Number _________________ (hereinafter called the “Right-of-Way”) prepared by ____________________, BCLS on the ___ day of ______, 20__.

1.2 Covenant and agree to and with the Grantee that for the purposes aforesaid and upon, over, under and

across the Right-of-Way the Grantee shall for itself and its servants, agents, workmen, machinery, vehicles and materials be entitled at all time to enter, use, pass and re-pass, labour, construct, erect, install, dig, carry away soil or other surface or subsurface materials, clear of all trees, growth, buildings or obstruction now or hereafter in existence, as may be necessary, useful, or convenient in connection with the operations of the Grantee in relation to the Works;

1.3 Grant, convey, confirm and transfer unto the Grantee for itself and its servants, agents, workmen, contractors

and all other licensees of the Grantee, together with machinery, vehicles, equipment and materials the right at all reasonable times to enter upon and to pass and repass over such of the Lands of the Grantor as may reasonably be required for the purpose of ingress to and egress from the Right-of-Way;

2.0 THE GRANTOR HEREBY COVENANTS TO AND AGREES WITH THE GRANTEE, as follows:

2.1 That the Grantor will not, nor permit any other perso n, to erect, place, install or maintain any building,

structure, mobile home, concrete driveway or patio, on, over or under any portion of the Right-of-Way so that it in any way interferes with or damages or prevents access to, or is likely to cause harm t o Works authorized hereby to be installed in or upon the Right-of-Way;

2.2 That the Grantor will not substantially diminish the soil cover over any of the Works installed in the

Right-of-Way, and in particular, without in any way limiting the generality of the foregoing, will not construct open drains or ditches along or across any Works installed in the Right-of-Way;

3.0 THE GRANTEE HEREBY COVENANTS TO AND AGREES WITH THE GRANTOR, as follows:

3.1 That the Grantee will, as far as reasonably possible, carry out all work in a proper and workmanlike manner

so as to do as little injury to the Lands of the Grantor as possible;

3.2 That the Grantee will make good at its own expense all damage or disturbance which may be caused to the

surface soil of the Lands of the Grantor in the exercise of its rights hereunder; provided, however, that nothing herein contained shall require the Grantee to restore any trees or other surface growth, but the Grantee shall leave such lands in a condition which will not inhibit natural regeneration of such growth;

3.3 That, the Grantee will, as far as reasonably possible, restore any fences, lawns, flower beds, at its cost as

nearly as may be reasonably possible to the same condition that they were in prior to any entry by the Grantee upon the Lands.

4.0 THE PARTIES HERETO EACH HEREBY COVENANT TO AND AGREE WITH THE OTHER, as follows:

4.1 The said Works referred to above, together with all pipes, manholes, valves, conduits, wires, casings, fittings,

lines, meters, appliances, facilities, attachments or devices used in connection therewith shall constitute the Works;

SCHEDULE B - STANDARD STATUTORY RIGHT-OF-WAY DOCUMENT

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 4 OF 4

4.2 Notwithstanding any rule of law or equity to the contrary, the Works brought on to, set, constructed, laid,

erected in, upon or under the Right -of-Way by the Grantee shall at all times remain the property of the Grantee, notwithstanding that the same may be annexed or affixed to the freehold and shall at any time and from time to time be removable in whole or in part by the Grantee;

4.3 In the event that the Grantee abandons the Works or any part thereof the Grantee may, if it so elects, leave

the whole or any part thereof in place;

4.4 That no part of the title in fee simple to the soil shall pass to or be vested in the Grantee under or by virtue

of these presents and the Grantor may fully use and enjoy all of the Lands of the Grantor subject only to the rights and restrictions herein contained;

4.5 If at the date hereof the Grantor is not the sole registered owner of the Lands of the Grantor, this agreement

shall nevertheless bind the Grantor to the full extent of his interest therein, and if he shall acquire a greater or the entire interest in fee simple this Agreement shall likewise extend to such after-acquired interests;

4.6 Where the expression "Grantor" includes more than one person, all covenants herein on the part of the

Grantor shall be construed as being several as well as joint;

4.7 This agreement shall endure to the benefit of and be binding upon the parties hereto and their respective

heirs, administrators, executors, successors and assigns, as the case may be; and wherever the singular or masculine is sued, it shall be construed as if the plural or the feminine or neuter, as the case may be, had been used; where the parties or the context hereto so require and the rest of the sentence shall be construed as if the grammatical and terminological changes thereby rendered necessary had been made.

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 75

STANDARD DOCUMENTS

SCHEDULE C - CONFIRMATION OF

PROFESSIONAL ASSURANCE

SCHEDULE C - CONFIRMATION OF PROFESSIONAL ASSURANCE

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 1 OF 3

CONFIRMATION OF

PROFESSIONAL ASSURANCE

CONFIRMATION OF "COMMITMENT BY OWNER

AND COMMITMENT BY ENGINEER"

RE: DESIGN AND FIELD REVIEW OF CONSTRUCTION

BY A REGISTERED PROFESSIONAL ENGINEER

The Town of Princeton Box 670

151 Vermillion Avenue

Princeton, B.C. V0X 1W0

Attention: Chief Administrative Officer

Dear Sir/Madam:

Re: (Description and Address of Subdivision or Development)

Part 1 – Commitment by Owner

The undersigned has retained as my/our Professional Engineer,____________________, P. Eng. of the firm ___________________________ (the " Professional Engineer"), to undertake and/or co-ordinate and review all design and "field reviews" required for this Project. It is understood that he/she will take all such steps as regulated under the Provincial Statute for his/her profession and by the definition of "field reviews" hereinafter set forth, to ascertain that the design will comply and construction of the project will substantially conform in all material respects with the provisions of The Town of Princeton Subdivision and Development Servicing Standards Bylaw No. 130, 2014, and other applicable Permits, Bylaws, Acts and Regulations which apply to the Project. This representative will ascertain that only qualified personnel are retained to carry out tests, inspect or carry out design work, detailing or "field reviews." as defined by others.

As used herein, "field reviews" shall mean such reviews of the work at the project site and at fabrication locations, where applicable, as the "Consultant", in his/her professional discretion, considers to be necessary in order to ascertain that the work substantially conforms in all material respects to the plans and supporting documents "accepted" by the Town of Princeton. This will include keeping records of all site visits and any corrective actions taken as a result thereof.

The undersigned has given a contractual mandate to the "Professional Engineer" to review reports of other testing and inspection agencies and disciplines where necessary, comment on their acceptability, determine the corrective action to take if unacceptable, and maintain a detailed record of every such report and comments. The "Professional Engineer" will automatically submit a monthly summary progress report to the Town including all field reports and change orders.

SCHEDULE C - CONFIRMATION OF PROFESSIONAL ASSURANCE

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 2 OF 3

TERMINATION: The Owner will notify the Town Chief Administrative Officer in writing 30 days prior to any intended termination of or by the "Professional Engineer". It is understood that work on the above project will cease as of the effective date of such termination, until such time as a new appointment is made, and a "Stop Work Order" shall be posted upon the said project by the Town.

______________________________ ______________________________________ Witness Name (Print) Owner’s Name (Print)

______________________________ By: __________________________________ Witness Signature (Owner or Owner’s Appointed Agent) Signature

______________________________ Date: ________________________________ Address (Print)

______________________________ ______________________________________ Occupation Title of Agent (if applicable)

______________________________________ Address (Print)

The Corporate Seal of ____________________

was hereunto affixed in the presence of:

______________________________________

______________________________________

The above must be signed by the Owner or his/her appointed Agent. The signature must be witnessed. If the Owner is a company, the corporate seal of the company must be affixed to the document in the presence of its duly authorized officers. The officers must also sign, setting forth their positions in the company.

SCHEDULE C - CONFIRMATION OF PROFESSIONAL ASSURANCE

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 3 OF 3

Part 2 – Commitment by Engineer

The undersigned Professional Engineer acknowledges that he/she has been retained to undertake the project design to comply and certify the construction of the project will substantially conform in all material respects with Bylaws as set out above and will submit letters of Confirmation of Professional Design Assurance from others, as needed, for the approval of the subdivision or development. Furthermore, the "Professional Engineer" hereby covenants that he/she or his/her firm presently carries professional errors and omis sions insurance in the amount of ___________________________.

_____________________________ _ __________________________________________ Name of Professional (Print) Signature of Professional (Professional Engineer)

Date: ____________________________________

__________________________________________ Consulting Firm Name (if applicable)

__________________________________________ Mailing Address (Print)

Phone: ___________________________________

Email: ____________________________________

Professional Seal

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 79

STANDARD DOCUMENTS

SCHEDULE D - PROFESSIONAL FIELD

REVIEW AND COMPLIANCE FORMS

SCHEDULE D - PROFESSIONAL FIELD REVIEW AND COMPLIANCE FORMS

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 1 OF 4

ASSURANCE OF PROFESSIONAL FIELD REVIEW

AND COMPLIANCE

The Town of Princeton

151 Vermillion Avenue, Box 670

Princeton, B.C. V0X 1W0

Attention: Town Chief Administrative and Subdivision Approving Officers

Dear Sir:

Re (Description and Address of Development)

This is to advise that I am a Professional Engineer licensed to pract ice in the Province of British Columbia and was retained by the Owner to undertake and coordinate all field reviews and inspections required with respect to this project. As used herein, "field reviews" shall mean such reviews of the work at the project si te and at fabrication locations where applicable as the Professional Engineer, in his professional discretion, considered to be necessary in order to ascertain that the work substantially conformed in all material aspects to the plans and drawings accepted by the Town of Princeton.

The following aspects have been reviewed by me or under by direction and have been found to comply with the engineering drawings and plans submitted and accepted by the Town.

1.0 Storm Drainage System including, but not restricted to, the following:

.1 the location, alignment, size and grade of all pipes and culverts; .2 the spacing of manholes and catch basins; .3 the construction of drywells; .4 materials used for pipes, manholes, catch basins, service connections, inlet and outlet structures; .5 materials used for pipe bedding and backfilling of trenches; and .6 workmanship in the construction and installation of all materials.

SCHEDULE D - PROFESSIONAL FIELD REVIEW AND COMPLIANCE FORMS

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 2 OF 4

2.0 Sanitary Sewer System including, but not restricted to, the following:

.1 location, alignment, size and grade of all pipes; .2 location and spacing of manholes; .3 materials used for pipes, manholes, service connections, inspection chambers and other appurtenances; .4 materials used for pipe bedding and backfilling of trenches; and .5 workmanship in the construction and installation of all materials.

3.0 Water Distribution System including, but not restricted to, the following:

.1 location, alignment, size and grade of all pipes; .2 location and spacing of valves and hydrants; .3 materials used for pipes, fittings, gate valves, valve boxes, hydrants, service connections, corporation stops, curb stop and boxes, air valves; .4 materials used for pipe bedding and backfill of trenches; and .5 workmanship in the construction and installation of all materials.

4.0 Roads including, but not restricted to, the following:

.1 alignment, width and grade of all roads; .2 materials used for preparation or road bases and road surfaces; and .3 workmanship in the installation of materials.

5.0 Curb and Gutter, Sidewalks, Boulevards and Boulevard Trees including, but not restricted to,

the following: .1 width and grade of sidewalks and boulevards; .2 alignment and grade of curbs and gutters; .3 materials used for preparation of sub-grades concrete, boulevard trees, and irrigation; and .4 workmanship in the installation of materials.

6.0 Street Lighting, Electrical and Communications Wiring including, but not restricted to, the

following .1 number and spacing of street light poles and luminaires; .2 materials used for street lighting, electrical and communications wiring; .3 materials used for backfilling of trenches; and .4 workmanship in the installation of materials.

SCHEDULE D - PROFESSIONAL FIELD REVIEW AND COMPLIANCE FORMS

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 3 OF 4

7.0 Geotechnical and site grading works including, but not restricted to the following:

.1 lot grading; .2 slope stability analysis .3 slope construction; .4 retaining walls; .5 workmanship and the installation of materials. I certify that the foregoing areas substantially comply in all material respects with the plans and supporting documents, including all amendments thereto, which sup ported the application for subdivision or development approval File No. __________ which were "accepted" by the Town of Princeton. In addition, significant revisions to the accepted plans and supporting documents have been submitted to the Town in order to depict, as nearly as possible, given my "field reviews" as defined herein, the services as finally designed and built.

__________________________________ Name of Professional Engineer (Print)

(PROFESSIONAL SEAL)

__________________________________ Signed

__________________________________ Date

__________________________________ Address (Print)

__________________________________ Phone

Attached hereto you will find the appropriate "field review" assurance from each of the associated Professional consultants, who are registered in the Province of British Columbia as members in good standing of the Association of Professional Engineers.

SCHEDULE D - PROFESSIONAL FIELD REVIEW AND COMPLIANCE FORMS

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 4 OF 4

ASSURANCE OF PROFESSIONAL FIELD REVIEW

AND COMPLIANCE

Re: ___________________________________________________________________________ (Project Name and Address)

This is to assure that I/We provided "field reviews" as defined herein of all engineering work including checklist items 1.0 to 6.0 inclusive except as specifically noted below.

EXCEPTIONS –

______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________

Name (Print) _______________________________ (PROFESSIONAL SEAL) Signed ____________________________________

Date: _____________________________________ Address (Print) ______________________________

Representing

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS 85

STANDARD DOCUMENTS

SCHEDULE E - CONSTRUCTION

COMPLETION CERTIFICATE

SCHEDULE E - CONSTRUCTION COMPLETION CERTIFICATE

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 1 OF 2

1.0 PROJECT DESCRIPTION

Project: Owner: Engineer: Contractor: Description:

Drawings:

2.0 SUBSTANTIAL COMPLETION

2.1 By Consulting Engineer

I, __________________________, P. Eng., of the firm _____________________ hereby certify that the works have been installed according to the drawings and specifications and as of ___________________ are substantially complete and may be used for the purpose intended.

Project Engineer

Signing Officer

P. Eng. Seal Date

Deficiencies to be rectified before approval is granted and a Final Construction Completion Certificate issued:

2.2 By Town of Princeton

Approval granted on Authorized Signatory

CONSTRUCTION COMPLETION CERTIFICATE

SCHEDULE E - CONSTRUCTION COMPLETION CERTIFICATE

TOWN OF PRINCETON – SUBDIVISION AND DEVELOPMENT SERVICING STANDARDS PAGE 2 OF 2

3.0 CONSTRUCTION COMPLETION CERTIFICATE

3.1 By Consulting Engineer

I hereby certify that the deficiency items listed on this certificate have now been corrected and that construction completion be granted.

Project Engineer

Signing Officer

P. Eng. Seal Date

3.2 By Town of Princeton

Construction of the above described project is now complete and this Construction Completion Certificate is hereby issued.

Approved on , , Authorized Signatory

Maintenance Period Expiry Date .