Schedule 4 - Design Standards

These guidelines are not intended to be a substitute for sound engineering knowledge and experience. Water distribution system designs should be prepared under the direction of a design professional who has the appropriate experience and is registered with Engineers and Geoscientists British Columbia. 

Water for Kelowna is provided by the City of Kelowna Water Utility and three other water purveyors:

• Black Mountain Irrigation District
• Glenmore Ellison Improvement District
• Rutland Water Works District

These design standards apply to the City of Kelowna Water Utility with the following exceptions:

• Section 1.5 Fire Flows is applicable to Subdivision or Development within the City.
• The location of all water infrastructure within City Rights-of-Ways shall be in accordance with these standards and those in Section 0.4 Utility Rights-of-Ways.
• The design of community water systems should be consistent with the most current edition of the Design Guidelines for Drinking Water systems in British Columbia, published by the BC Ministry of Health.

While these design standards are in general conformance with the other three major water purveyors, individual purveyor’s requirements may differ in some instances; it is the responsibility of the Consulting Engineer to confirm with the applicable water purveyor regarding their specific requirements.

Use the following per capita demands for future residential requirements:

• Average annual daily demand (ADD): 900 litres per capita per day (L/c/d)
• Maximum day demand (MDD): 1800 litres per capita per day
• Peak hour demand (PHD): 4000 litres per capita per day

Design population density:

• Single Family 3.0 people/dwelling
• Multi-Family 2.0 people/dwelling

For calculating residential design population for the determination of Design Flow (see Section 1.6), the number of dwelling units is to be based on the maximum permissible number of units allowed under the Zoning Bylaw for the lots being serviced by the proposed water system, including the potential for multiple units, secondary suites, or carriage houses. Use Multi-Family per capita demand for ground-oriented infill housing.

For assessing adequate water quality (i.e, water age, chlorine residual, etc.), the anticipated number of dwelling units based on the intent of the proposed development should be used to estimate an expected interim and ultimate average day demand. The number of dwelling units may require adjustment based on expected occupancy conditions within phased developments to ensure adequate water quality is maintained for initial users and at full build-out.

Available Fire Flow is defined as the minimum flow of water able to be reliably delivered to a node of a community water system for firefighting purposes for a defined minimum duration at a minimum pressure of 140 kPa (20 psi) and a maximum velocity of 4 m/s during a period of Maximum Day Demand on the water system. Available Fire Flow is allocated for public and private use in accordance with Council Policy No. 383 Water Supply Level of Service for the City of Kelowna water supply area.

Required Fire Flow is defined and calculated in accordance with the current edition of “Water Supply for Public Fire Protection,” published by Fire Underwriters Survey (FUS). Needed Fire Flow calculated in accordance with the current edition of “Guide for Determination of Needed Fire Flow,” published by Insurance Services Office (ISO) is considered an acceptable alternative method for determining Required Fire Flow for the purposes of this section.

The design of proposed system required to deliver fire flow must be informed by hydraulic information from water model results provided by the City or other water purveyor.

1.5.1 Subdivision Requirements

• a) The Available Fire Flow in a proposed or existing system servicing a new subdivision is subject to the following minimum requirements based on the general land use and associated building type to be serviced:

¹ Residential Part 9 and Part 3 Buildings are as defined in the BC Building Code.

• b) The Available Fire Flow of a proposed system must be sufficient to meet the calculated Required Fire Flow of the theoretical highest demand building type allowable under the Zoning Bylaw for all proposed lots within the service area.
• c) Where the Available Fire Flow of an existing system is insufficient to meet the Required Fire Flow of the theoretical highest demand building type allowable under the Zoning Bylaw for a proposed lot, the existing system must be upgraded to provide an Available Fire Flow exceeding the anticipated maximum Required Fire Flow.
• d) Where a proposed lot has a calculated anticipated Required Fire Flow greater than the Available Fire Flow from an existing water system and where, in the opinion of the City Engineer, increasing the Available Fire Flow of a supply or distribution system is not viable and the overall fire risk of the neighbourhood is low, the Approving Officer may issue Subdivision Approval if both of the following are satisfied:
  • i. All projections and exterior walls located within 5.0 m of a property line on all proposed lots are covenanted to be constructed to meet the technical requirements for non-combustible cladding and unvented soffits under the BC Building Code; and
  • ii. The Minimum Available Fire Flow corresponding to the proposed building type as outlined in Table 1.5.1 is provided to all proposed lots

1.5.2 Development Requirements

• a) All new buildings to be serviced by a community water system shall be provided with an adequate water supply for firefighting.
• b) Adequate water supply for firefighting must be provided to the subject property at all stages of building construction as required by the City of Kelowna Fire and Life Safety Bylaw No. 10760 and the BC Fire Code.
  • i. Where a Fire Safety Plan in accordance with the BC Fire Code relies on a community water system for public fire protection, adequate water supply for firefighting shall be determined in accordance with Section 1.5.2.d) or as otherwise determined by the Fire Chief and City Engineer or representative from the applicable water purveyor.
• c) Buildings that are sprinklered throughout with a sprinkler system or have a standpipe system conforming to the requirements of the BC Building Code are deemed to have adequate water supply for firefighting. 
• d) Non-Sprinklered Buildings serviced by a community water system with an Available Fire Flow exceeding the subject building’s calculated Required Fire Flow are deemed to have adequate water supply for firefighting, provided that adequate hydrant coverage is available in accordance with Section 1.15 Hydrants.
• e) Where a non-sprinklered building has a calculated Required Fire Flow greater than the Available Fire Flow from an existing water system,
  • i. the building must be modified to reduce its Required Fire Flow below the Available Fire Flow, or 
  • ii. the existing system must be upgraded to provide an Available Fire Flow exceeding the Required Fire Flow.
• f) Where a non-sprinklered building has a calculated Required Fire Flow greater than the Available Fire Flow from an existing water system and where, in the opinion of the City Engineer, increasing the Available Fire Flow of a supply or distribution system is not viable and the overall fire risk of the neighbourhood is low, the Building Official may issue a Building Permit if both of the following are satisfied:
  • i. All projections and exterior walls located within 5.0 m of a property line on all proposed lots are constructed to meet the technical requirements for non-combustible cladding and unvented soffits under the BC Building Code; and
  • ii. The Minimum Available Fire Flow corresponding to the proposed building type as outlined in Table 1.5.1 is provided to all proposed buildings.

The water system must be designed to provide domestic water at the building main floor elevation on each Parcel as follows:

• Maximum allowable static pressure 830 kPa(120 psi)
• Minimum static pressure 275 kPa(40 psi)
• Minimum system pressure at Peak HourDemand (PHD) 275 kPa(40 psi) 
• Minimum pressure in system during design
• Maximum Day Demand and Fire Flow (MDD+FF) 140 kPa(20 psi)

For large lot and hill side development the designer shall be responsible to identify suitable building elevations for all buildings based on available hydraulic pressure. Determination of pressure limits should include consideration of property elevations relative to street level. Designer to note properties on service cards and record drawings where pressure at service connection exceeds 75 psi.

Where the maximum pressure exceeds 515 kPa (75 psi), design must identify service connections that must be individually protected by pressure reducing valves located in the buildings being served.

Distribution mains:                                       200 mm*
Fire hydrant connections:                          150 mm
Service connections:                                    19 mm CU / 25 mm PE

Service diameter for buildings with sprinklers to be determined on a case by case basis based on fire flow demand.'
* Subject to approval of the City Engineer, distribution main minimum diameter in residential areas may be reduced to 100 mm provided that the main terminates in a short residential cul-de-sac, has a length less than 80 m, serves no fire hydrants or fire sprinkler systems and where no further extension is planned.

* In separated water systems where irrigation and fire flow are separated from domestic (potable) water, the minimum pipe size for the domestic water system may be 100 mm.

For commercial/industrial/institutional areas, the minimum allowable water main size shall be 200 mm diameter.

The cover over any water main must not be less than 1.5 m from pipe crown to surface. U-bends should be used to avoid conflict and maintain minimum depth of cover. Rigid insulation may be used to provide protection to the water main from freezing for short sections of water main (< 4 m) with approval from the City Engineer, as per manufacturer’s recommended guidelines for Utility line insulation (ex. DOW Tech Solutions 602.0 Styrofoam Brand Highload Insulation for Buried Utility lines).

Where there is a potential for encountering corrosive soils, a geotechnical corrosion analysis on the alignment of any proposed metallic water main or metallic appurtenances shall be conducted to determine the corrosiveness of the native soils and the suitability of metallic pipe and appropriate corrosion protection measures. One example is MMCD Specification Section 26 42 13, Cathodic Protection.

Regardless of soil condition, all metallic pipe shall be installed with poly-wrap as per the manufacturers recommended procedures.

Petrolatum tape and paste shall be used to wrap all nuts and bolts on buried metallic fittings and joint restraint fasteners.

Metallic water main with less than 400 mm diameter are not permitted.

Fire hydrants shall be spaced in accordance with "Water Supply for Public Fire Protection - A Guide to Recommended Practice" (latest edition), published by Fire Underwriters Survey, subject to the following minimum spacing, as measured along road centreline:

• Not more than 150 m apart in rural single family residential or agricultural areas;
• Not more than 120 m apart in suburban, urban, or infill residential areas;
• Not more than 100 m apart in high density residential, commercial, industrial, or institutional areas.

Fire hydrants should be located in general at street intersections and as follows:

• Hydrant locations as per BC Building Code for all buildings.
• 1.0 m back from curb or 0.5 m back of sidewalk to centre line of hydrant.
• Minimum 1.0 m clear of any other utility structure in all directions.
• Minimum 3.0 m clear in direct line with hose connections.
• At property lines in mid-block locations.
• SRW required where open cut excavation to base of hydrant assembly extends into private property
• Bollards or concrete barriers for hydrant protection may be required at the City Engineer’s discretion. 

Hydrants shall not be located on sidewalks. Where this is not possible and with approval from the City 
Engineer, a minimum distance of 1.0 m must be maintained between the centre line of hydrant and the back of curb. 
On arterial highways with, or designated to be constructed with, a raised median, fire hydrants shall be installed on both sides of the highway with each side treated exclusively for spacing requirements.

Test points shall be installed on all water mains in order to provide for the ability to collect water samples in accordance with AWWA C651 – Disinfecting Water Mains.

Cast in place concrete thrust blocking and/or adequate joint restraining devices must be provided at bends, tees, wyes, reducers, plugs, caps, valves, hydrants and blow-offs. Bends at 5-degreesmay not require thrust blocking and/or joint restraining devices provided they are properly engineered.

The restraint system must take into account potential future excavations in the vicinity of the water main. Design calculations must be based on fitting type, water pressure and soil conditions.

Precast thrust blocks are not permitted except in combination with joint restraints as approved by the City Engineer.

When required, provide the City Engineer with calculations for the thrust block/joint restraint design.

Service connection size should align with the BC Plumbing Code for proposed Developments, or be calculated on the basis of the designated land use including sprinkler systems or on-site hydrants, where applicable in the case of Subdivision. The minimum size is outlined in Section 1.9 - Minimum Pipe Diameter. Standard permitted sizes and materials are provided in the Approved Products List.

All service connections to be made with service saddles at water main

. 
Multiple corporation stops must have a minimum spacing of 1.0 m.

The curb stop at the end of each service pipe must be located as per SS-W2. Where such locations will conflict with other services, the location may be revised with the approval of the City Engineer.

Each connection of 100 mm or larger shall be installed with tee and isolation gate valve on the service at the water main. The designer may choose to add an additional valve at property line to facilitate testing and tie-in procedures.

Services and curb stops must have a minimum depth of cover of 1.5 m and curb stops must be no deeper than 2.0 m. Valve boxes shall be used for curb stops greater than 50 mm diameter.

The following reservoir design standards apply to the City of Kelowna Water Utility and are in general agreement with the other four water purveyors in Kelowna. The designer should consult with the applicable water purveyor for specific design details.

1.23.1 Preliminary Design

Reservoir design shall include a preliminary design which is to be approved by the City Engineer before the detail design begins. Preliminary designs should cover the following issues:

• Site layout,
• Design standards
• Volume,
• Shape,
• Number of cells,
• Geotechnical report on foundation conditions,
• Appearance.

1.23.2 Reservoir Capacity

Reservoir capacity must not be less than the greater of the following:

• One-day average annual consumption for the service area.
• Total Storage Volume = A + B + C 

Where:
A = Fire Storage (from Fire Underwriters Survey guide)
B = Equalization Storage (25% of Maximum Day Demand) 
C = Emergency Storage 25% of (A + B).

Fire Storage shall be the greater of:

• 1,080 cubic meters,
• the volume as determined in accordance with the Fire Underwriters Survey guide for the theoretical highest demand building type allowable under the Zoning Bylaw for all lots within the reservoir service area, and
• the minimum volume outlined in Table 1.5.1 for the highest future land use or building type within the reservoir service area.

1.23.3 Reservoir Structural Design Codes

Design in accordance with the latest edition of the BC Building Code and one of the following specialty codes:

• ACI 350/350R: Code Requirements for Environmental Engineering Concrete Structures, and Commentary.
• PCA: Circular Concrete Tanks Without Prestressing.
• ACI 350.3/350.3R: Seismic Design of Liquid Containing Concrete Structures, and Commentary.
• AWWA D11O: Wire and Strand-Wound Circular Prestressed-Concrete Water Tanks.
• AWWA D115-06 Tendon-Prestressed Concrete Water Tanks.
• AWWA 0100-11 Welded Carbon Steel Tanks for Water Storage.
• AWWA D103: Factory-Coated Bolted Steel Tanks for Water Storage.

1.23.4 Reservoir Design Features

1. Seismic Loading: Design for the following:
   • Watertight structure and fully operational mechanical equipment, following a 475 year return period earthquake.
   • Repairable damage and no uncontrolled release of water following a 2475-year return period earthquake.
2. Two cells, each containing one-half of total required volume and capable of being drained and filled independently.
3. Reservoir to be below ground, unless approved by the City Engineer.
4. Each cell is to have an access opening and hatch in the roof for cleaning and maintenance with minimum dimension 900 mm x 900 mm. Opening to be located so that the overflow pipe is clearly visible inside the reservoir, when viewed from the opening.
5. For all access hatches, a survey mark inlaid inside showing the geodetic elevation is to be provided.
6. Finished elevation of the top of the hatch when closed to be 0.6 m above the finished elevation of the reservoir roof.
7. Access hatch(es) to have the following:
   • Aluminium 1/4" tread plate
   • Perimeter drain
   • Perimeter sealing gasket
   • Slam lock with aluminium removable sealing plug and opening tool
   • Flush lift handle
   • Gas spring assist cylinder
   • 90-degree hard open arm
   • Flush fitting padlock tang
8. The hatch must be reinforced for 1,465 kg/m² (300 lbs./sq.ft.) complete with hatch alarm.
9. All fasteners for the hatch to be made of 316 stainless steel.
10. Ventilation pipes or openings sized to handle appropriate intake and exhausting volumes of air for filling and drawing the reservoir. Ventilation pipes outlets to be screened.
11. Reservoir floor to slope to drain sump.
12. Drain sump to be a minimum of 1000 mm X 1000 mm X 400 mm, invert of drain pipe to be flush with sump floor, grating to be installed over sump.
13. Sub-drain under floor to collect and drain any leakage (may be connected to overflow pipe provided suitable measures are incorporated to prevent surcharging).
14. Overflow drain to be provided and sized to transmit the maximum pump discharge with all pumps running.
15. A stainless steel interior wall ladder is required from roof access to floor. All ladders to meet WCB regulations, supply attachment points for fall arrest equipment.
16. Top rung of the ladder to be the same elevation as the finished elevation of the reservoir roof.
17. Where public access could be gained to reservoir, install appropriate fall prevention railings.
18. Re-chlorination may be required based on demand forecasts. Chlorine residual analyser required.
19. All pipework within the reservoir to be PVC or fiberglass except overflow fitting which may be stainless steel to AWWA standards.
20. All metal parts within the reservoir including bolts, nuts, screws, anchors, ladders etc. to be 316 stainless steel. All welded stainless steel components located in the reservoir to be appropriately passivated.
21. Reservoir inlet pipe to terminate with a diffuser positioned opposite the reservoir outlet and a distance of ¾ the length of the reservoir from the outlet. Diffuser to cover ¾ the wall length.
22. Ports in diffuser pipe to be engineered to produce circulation within the reservoir during fill cycle.
23. Diffuser to incorporate removable end caps.
24. Backup high and low level control balls for each cell set at 40% and 95% levels, (not to contain lead or mercury).
25. The reservoir must be cleaned, disinfected and leak tested to AWWA and local authority requirements.
26. Gated black chain link perimeter fencing is required to address security and safety issues.
27. Landscaping acceptable to the City is to be provided including irrigation.
28. In special circumstances, at the request of the City Engineer, vehicle access road to the top of the reservoir roof to be provided.
29. Manuals to be supplied as per Section 0.8.

1.23.5 Reservoir Valve Chamber

Reservoir to incorporate valve chamber containing:

1. Chamber to include all valves associated with the reservoir operations.
2. Design in accordance with seismic codes noted above.
3. Entrance at grade large enough to permit safe removal of largest single piece of equipment.
4. Lifting beams and hoists where necessary to enable removal of equipment or components.
5. Floor drains and drainage system.
6. Separate inlet and outlet piping including check valves to separate inlet and outlet flows.
7. All inlet and outlet piping to incorporate a ¾ inch sampling port with isolating ball valve.
8. A 19 mm Schedule 80 PVC sample line with isolating ball valve for each cell terminating in the middle of a cell wall at the 50% level and extending 25% towards the centre of the reservoir.
9. A 50 mm 316 stainless steel schedule 80 pipe with isolating ball valve extending into each cell for connection of cleaning hoses.
10. A 19 mm stainless steel pipe with isolating ball valve extending into each cell connected to a pressure transmitter for level sensing.
11. Minimum 30 amp, 120 VAC electrical service.
12. Heat, light and ventilation to meet WCB requirements and to maintain minimum 5-degree C on coldest day. Insulate interior walls and ceiling as required.
13. All control wiring junction boxes.
14. A PLC control system to current Pump Operations standards.
15. Chlorine residual analyzer.
16. Interior and exterior of all steel piping to be coated to AWWA standards, or use 316 stainless steel.
    • Inlet piping – Mid Blue
    • Outlet piping – Dark Green
    • Drain piping – Gull Grey
    • All other piping – Mid Blue
    • Include flow direction arrows where appropriate.
17. Check valves to show direction of flow with white painted arrows.
18. PLC controlled modulating inlet valve where more than one reservoir serves a single zone.
19. PLC control to City of Kelowna SCADA system, including:
    • Security switches
    • Discharge and suction pressure transmitters
    • Temperature sensor
    • Flowmeter
    • Uninterruptable power supply
    • Radio or hard wire modem
    • External antenna
    • Operator interface panel
20. The modulating inlet valve shall:
    • Have non-contact 0 - 100% valve position indicator with 4-20 mA output.
    • Be hydraulically operated with pressure tank (minimum 40 psi) sized to operate valve for 3 cycles during power failure.
    • Be complete with a hydraulically operated diaphragm actuated globe or angle.
    • Pattern valve of 'Powertrol type'.
    • Pilot system to be protected by single continuous flow 100 micron filter.
    • Space for safe and convenient operating and maintenance access to all valves, piping, equipment and instrumentation.
    • Manuals to be supplied as per Section 0.8.

The following PRV design standards apply to the City of Kelowna Water Utility. Designer should consult with the applicable water purveyor for specific design details.

PRV station design parameters should be reviewed and approved by the City Engineer before detailed design proceeds. PRVs are to be above ground stations housed in a suitable kiosk. Above ground installation to be located outside of road ROW or in approved location.

1.25.1 Preliminary Design Parameters

• Design Flows: peak hour, maximum day plus fire.
• Continuous, emergency or fire flow operation.
• Location.
• Kiosk details: structure and access, controls and monitoring, HVAC.

1.25.2 Design Features

• PRV to be above ground including electrical kiosk.
• Minimum chamber size: 4 m x 2 m x 2 m (inside dimensions).
• Minimum 30 amp, 120 VAC service.
• External kiosk and antenna.
• Forced air ventilation, heat and light.
• Isolating valves.
• Parallel pressure reducing valves sized for peak hour and maximum day plus fire flows.
• Air release valves.
• Water quality sample points.
• Sump drain to storm.
• Hatch as per Reservoir section.
• Off road vehicle parking.
• Manuals to be provided as per Section 0.8.
• Landscaping.
• Basket strainers upstream of each control valve.
• Upstream and downstream pressure gauges.
• Flowmeter.
• Interior and exterior of pipework coated to AWWA standards, or use stainless steel.
• PLC-controlled with connection to City SCADA system, including:
  • Security switches
  • Discharge and suction pressure transmitters
  • Temperature sensor
  • Flow meter and transmitter
  • Uninterruptible power supply (UPS)
  • Radio or hard wire modem
  • External antenna, height designed for communication connection (min. 6 m)
  • Operator interface panel.

The City stormwater system integrates surface water flows collected through the City’s infrastructure and the natural watercourses that flow into Okanagan Lake. Proper integrated stormwater management practice mitigates impacts with the goal of maintaining Okanagan Lake as a high quality water source, with an abundant water supply, and with a balanced ecosystem. While urban, agricultural and natural areas all benefit from Okanagan Lake, drainage impacts from our systems must be mitigated, as well as be resilient to flood hazard and a changing climate.

The presence of an existing stormwater management facility does not imply that there is adequate capacity to receive the design flow, nor does it imply the facility is necessarily acceptable to the City. Where required, stormwater facilities must be upgraded to accommodate the appropriate flow as specified in this standard.

3.1.1 Outcomes

With respect to stormwater, the City’s goals are to:

• Improve and protect water quality from creek flows, outfalls and groundwater entering Okanagan Lake.
• Reduce the risk of health hazard, life, and damage to property and infrastructure from flooding, and provide strategies to attenuate peak flows and volumes.
• Preserve and protect aquatic and riparian habitat and provide opportunity for restoration.
• Minimize risks to the Okanagan Lake drinking water source.
• Increase the resiliency of our watersheds to climate change impacts.

This stormwater management standard applies the latest Best Management Practices (BMP) and processes in use in British Columbia. New systems and development within the City are to use the practices described within this Section as a minimum standard.

All flows must be routed through sewer pipe, ditching, water courses, riparian areas, or road allowances with the required capacity and right of way access for operation and maintenance. The City requires that major system flows must be safely routed downstream to an adequately sized municipal drain or natural watercourse without impacting private property.

3.1.2 Regulations

Stormwater management designs must conform to this standard, City of Kelowna bylaws, regulations and policies; in addition to federal and provincial statutes where applicable. These include but are not limited to the following: Supplementary Design Criteria

• Existing Master Drainage Plans,
• Local Government Act
• Fisheries Act of BC
• Water Sustainability Act
• BC Water Act
• Navigable Waters Protection Act
• Canada Wildlife Act
• Migratory Birds Convention Act
• Dike Maintenance Act
• Standards and Best Practices for Instream Works(Canada/BC)
• Land Development Guidelines for the Protection of Aquatic Habitat(Canada/BC)
• Urban Runoff Quality Control Guidelines for British Columbia
• National Guide to Sustainable Municipal Infrastructure (Canada)
• Canadian Dam Association Dam Safety Guidelines

3.1.3 Climate Change

The City accepts that climate patterns are changing, and that its customers are impacted by creek flooding, lake rises, temperature fluctuations and fire. The design standards for infrastructure outlined in this bylaw are to be considered a minimum expectation. The City requires that design professionals consider impacts of climate change, through potential changing weather patterns or water levels when implementing a design; particularly in components where critical and long term design decisions are being made, or in areas where the consequence of failure is high.

To account for a changing climate, the capacity of storm works will include an additional 15 percent (15%) upward adjustment, and applied to the rainfall intensity curve stage (IDF) in Section 3.7.2. This is consistent with recommendations in EGBC (2018): Legislated Flood Assessments in a Changing Climate in BC.

The design professional will be required to consider debris flow and flow management as a result of higher peak flows.

On larger projects, basin characteristics are required elements of the Stormwater Management Plan (See Section 3.2.1). Developers will need to anticipate this form of analysis as part of their overall cost strategy.

3.1.4 Hillside Areas

Hillside areas or areas of poor infiltration conditions have been identified by the City in Drawing SS-S58.

• For development in Hillside Areas, the City focus is on safe conveyance of water. Roof or site drainage must discharge directly to the storm system. This focus is to not allow infiltration to ground except for foundation drainage. Where storm drains are not available or not considered feasible, minor system designs (see 3.2.a below) will require a hydrogeological review provided by a qualified Professional (P.Eng. or P.Geo.) to ensure that site infiltration is possible while not exceeding pre-development conditions, not impacting slope stability or off-site seepage, or not directly impacting downhill properties. The terms of reference of the review must be confirmed by the City Engineer and approved as a condition for obtaining a Development Permit.
• For new development where Groundwater Recharge is designated Not Suited, the City will not permit minor systems (see Item 3.2a) to infiltrate to ground.

3.3.1 Storm Effluent Limitations to City Storm System

• a) For structures designed or constructed above the proven high groundwater table, intermittent stormwater pumping will be permissible to the City stormwater system where approved by the City Engineer. All operations and testing must be consistent with the requirements in Sanitary Sewer/Storm Drain Regulation Bylaw 6618.
• b) Where structures are designed or constructed below the proven high groundwater table, permanent groundwater pumping will not be permitted to discharge to the storm system. The City will approve designs that include provisions for eliminating groundwater penetration into the structure, while addressing buoyancy concerns. These design aspects must be reviewed and approved by the City Engineer.
• c) Refer to the latest BC Building code for drainage discharge requirements in parkades.

3.3.2 Water Quality

Whether water is routed through creeks, pipelines or infiltration into ground, the City will require consideration for treatment, emergency management and maintenance of the stormwater infrastructure and water quality. Stormwater designs on private property must meet or exceed minimum water quality guidelines prior to entering the City storm system. Water quality for a minor system flow (50% of the 1 in 2-year) must meet minimum BC Ministry of Environment Recreational Water Quality Guidelines and as per Sanitary Sewer/Storm Drain Regulation Bylaw 6618.

3.3.3 Construction Sites

The City storm system can be used for temporary site water management provided the water quality exiting the property meets BC Ministry of Environment Recreational Water Quality Guidelines. This temporary use must be approved by the City prior to issuance of the Development Permit and/or Building Permit, following a confirmation of capacity within the downstream system, and adequacy of the quality of storm effluent. There must be no discharge to the sanitary sewer system.

3.3.4 High Density Residential, Commercial and Industrial Storm Systems

• a) A control manhole is to be installed within 3 metres of the property line, and downstream of any water quality enhancement system. The manhole will include provision for isolating runoff into the City Storm system.
• b) The City requires access to the structure in an emergency and inspection. An SROW is required. Provisions must be considered for response to emergency toxic spills on site. Any costs associated with emergency response are the responsibility of the property owner.
• c) Water quality enhancement systems such as oil/grit separators, fuel/water separator (where required), naturalized storm ponds or other approved systems are the responsibility of the site owner, and must be maintained on a regular basis. The City can request regular maintenance records.
• d) Minor system flows must meet water quality guidelines described above prior to discharging to a creek or city storm system.
• e) On industrial sites where perforated storm systems or dry wells are used, the design must include provisions to manage emergency spills on site and minimize ground water impacts.

Grading is to comply with the BC Building Code and the following:

• a) Swales and site drainage must be constructed to prevent ponding within lots, with runoff routed, where possible, to storm services in public streets or other appropriate stormwater management system for the site.
• b) Grade lots to drain to an approved City drainage system or roadway. Use 1% minimum grade. Grading directly to a natural drainage path must include adequate erosion control and water quality improvement measures.
• c) Avoid drainage across adjacent lots. Where cross-lot drainage is unavoidable, provide adequate measures such as channelling, swales, inlets or piped connections to direct flow appropriately. A statutory right of way in favour of the City or private easement is required for unobstructed access.
• d) Positive drainage is required for buildings and foundations.
• e) Set building elevations above the hydraulic grade line (HGL) of the major drainage system as per Minimum Building Elevations (MBE) guidelines below.

The Rational Method for calculation of peak flows is as follows:

Factors for use in the Rational Formula are indicated below.

3.7.1 Runoff Coefficients (C)

The following runoff coefficients are for use with the Rational Formula. These coefficients are for general application only. Design values are subject to verification by the designer and approval by the City. Higher values may be applicable in those areas which experience rainfall during the winter when the ground is frozen.

Runoff Coefficient Adjustment Factor (C_AF)
An adjustment factor is to be applied to the runoff coefficient to reflect variations in soil permeability and slope.

Note: The above runoff coefficient adjustment factors are subject to verification by the designer. The product of C and CAF can not exceed 1.0.

3.7.2 Rainfall Intensity (I)

Rainfall intensity for use in the Rational Method should be determined using the rainfall IDF curve in standard drawing SS-S56 for the City of Kelowna. This curve was developed from the Atmospheric Environment Service recording station located at the Kelowna international Airport. To account for climate change, as noted in Section 3.1.3, a 15 percent increase (15%) will be applied to the intensity derived from the IDF curve. The duration is equal to the Time of Concentration (Tc), as calculated below.

Time of Concentration (Tc)
The time of concentration is the time required for runoff to route from the most remote part of the catchment area under consideration to the design outlet node. The time of concentration can be calculated using the following formula:

Inlet or Overland Flow Time (Ti)

Typical inlet times for urban areas, assuming BMP's are not applied, are as follows:

• a) Single Family Lot 10 minutes
• b) Multi-Family Lot 8 minutes
• c) Commercial/Industrial/Institutional 5 minutes

For relatively flat areas, the inlet time for larger areas can be calculated using the "Airport Method" as follows:

Travel Time

The travel time for routing in sewers, ditches, channels or watercourses can be estimated using the Modified Manning formula:

3.7.3 Design Summary Sheet

All design calculations are to be tabulated and shown on the design drawings, or in a report and summarized on design drawings.

The minor system includes all drainage works that collect, convey, detain, divert and intercept design storm runoff. The minor design event must be the 5-year design storm.

3.9.1 Pipe and Channel Capacity

3.9.2 Flow Velocities

• a) Pipes/Culvert Flow
  • i. Minimum design velocity for pipes flowing full or half full: 0.60 m/s.
  • ii. Where grades are greater than 10%, measures are required to prevent pipe erosion and movement such as control structures and/or tie-backs and anchor blocks.
  • iii. Where a storm sewer discharges into a watercourse, provide riprap bank protection and, if necessary, energy dissipation facilities. Avoid discharge perpendicular to stream flow.
• b) Conveyance channels must be armoured and sized for a 1:100-year event. For riprap design chart see standard drawing SS-S57.
• c) Road Ditches
  • i. Maximum road ditch velocity is 0.5 m/s without armouring.
  • ii. Ditch Inlets -Ditch inlets to storm sewers must include wing wall structures, safety grillage for large pipes (>600 mm diameter), debris screens and sedimentation basins.

3.9.3 Alignment

Except as indicated for Curved Sewers, horizontal and vertical alignments are to be straight lines 
between manholes.

3.9.4 Minimum Pipe Diameter

• Storm Sewers 250 mm
• Culverts crossing roads 450 mm
• Culverts crossing driveways 300 mm
• Catch Basin Leads 200 mm
• Double Catch Basin Leads 250 mm

Downstream pipe sizes are not to be reduced unless the downstream pipe is 600 mm diameter or larger and increased grade provides adequate capacity. Detailed hydraulic analysis is required. The maximum reduction is one standard pipe size.

3.9.5 Minimum Grade

Minimum grades of storm sewers are as required to obtain the minimum velocity of 0.6 m/s at design flow except for catch basin leads and service connections, for which minimum grades are as indicated in Section 3.9.12, Service Connections.

3.9.6 Curved Sewers

Where permitted by the City, horizontal and vertical curves may be formed using pipe joint 
deflections as follows:

• a) The radius of the curve is to be no less than the recommended manufacturer’s minimum radius of curvature at a constant radius.
• b) Horizontal curves must be parallel to the centre line of road at a constant offset.
• c) Only one horizontal curve is permitted between manholes, unless the mainline is installed and appropriately anchored outside the road on a steep hill slope requiring multiple vertical curves.
• d) Where the pipe curve does not have a consistent offset from a road centre line, the offsets must be properly referenced on Record Drawings.
• e) Subject to City Engineer approval, curved storm sewer systems larger than 600 mm diameter may include deflections formed by mitred bends to a maximum mitre of 45°.

3.9.7 Depth

The minimum depth of the sewer must be sufficient to provide all service connection piping with a minimum cover of 1.2m to the top of the service, anywhere within the finished right-of-way. In no instance shall the cover over the crown of the sewer main be less than 1.2m when installed in travelled areas. The depth of course can be reduced to 1.0m when installed outside of travelled areas.

• a) The maximum depth of cover must be 4.5m, except under special circumstances and with permission of the City Engineer.
• b) For catch basin leads, the minimum depth of cover is 0.90m.

3.9.8 Pipe Joints

All pipe joints are to be watertight.

3.9.9 Perforated Storm Pipe

• a) The City will only consider the installation of perforated storm sewers and/or dry wells to discharge water back to the ground where soil conditions, slope and water table elevation are suitable. The perforated pipe system design must be designed to provide surcharge conditions.
• b) Perforated pipes can only be installed in areas of the City described as “Possibly Suited” in the Ground water Recharge Suitability Map in Standard Drawing SS-S58 and confirmed by a hydro-geotechnical site investigation.

3.9.10 Manholes

• a) Manholes are required at:
  • i. Every 150m orless.
  • ii. Every change of pipe size.
  • iii. Every change in grade, except on curvilinear pipe alignments.
  • iv. Every change in direction, except on curvilinear pipe alignments.
  • v. All terminal sections.
  • vi. Every sewer main intersection.
• b) Placement of manholes in existing or future wheel paths must be avoided.
• c) Manhole sizes must be in accordance with the Standard Drawings: Manhole connection details asperMMCDS3& S4, or City of Kelowna supplemental standard drawing SS-S1a”.
• d) Hydraulics: Crown elevations of inlet sewers not lower than crown elevation of outlet sewer. When connecting a collector sewer main to a trunk sewer 300 mm or greater, the invert of the collector main must not connect lower than 0.75D (¾ of the pipe diameter).
• e) Minimum drop in invert elevations across manholes:
  • i. Straight run: 10 mmdrop
  • ii. Deflections up to 45 degrees: 25 mmdrop
  • iii. Deflections 45 to 90 degrees: 50 mm drop
• f) Drop manhole and ramp structures should be avoided where possible by steepening inlet sewers. Where necessary, provide drop structures as follows (table 3.9.10):

*Inside drop may be used if specifically approved by the City Engineer

• g) Drop manholes and outside ramps must be installed in accordance with standarddrawings.
• h) Hydraulic losses are to be calculated for manholes with significant change of grade or alignment. For high velocity flows, particularly for pipes 600 mm or larger, detailed analysis is required using the Froude number, or utilizing appropriate computer models. The Manning's equation should not be relied on for pipe slopes above 10%. For low to moderate velocities and smaller pipes, use the following formula:

Where benching is used, the minimum drops listed above are applicable for velocities below 1 m/s. Where flows exceed 1 m/s, HL should be specifically computed and used as the drop across the junction.

3.9.11 Catch Basins

• a) Catch basins are required at regular intervals along roadways, at intersections and at low points to:
  • i. Prevent overflows to driveways, boulevards, sidewalks and private property.
  • ii. Avoid interference with crosswalks.
  • iii. Avoid low points in curb returns at intersections.
• b) Catch basin leads are minimum 200 mm diameter.
• c) Minimum grade of a catch basin lead is 1%.
  • i. Catch basin leads require a 0.9 m minimum cover. If 0.9 m is not available, design to protect from freezing and traffic loads; design calculations must be provided.
• d) Spacing is to provide sufficient inlet capacity to collect the entire minor flow or major flow, where required, into the sewer system.
• e) Local suppliers are required to provide rating curves for available catch basin grates. As a general rule, space catch basins to drain maximum impervious areasof:
  • i. 500 m2 on roads with grades up to4%,
  • ii. 400 m2 on roads with grades greater than 4% at 100 mmaximum.
• f) Lawn basins are required on boulevards and private properties where necessary to prevent ponding or flooding of sidewalks, boulevards, driveways, buildings andyards.
• g) Double or twinned catch basins must not be connected directly together, rather one basin will be wyed into the lead of the other. Maximum lead length to the mainline must be 30 meters and be minimum 250mm diameter. Each CB will have a trapping hood (standard drawing SS-S54).
• h) Double or twinned catch basins are to be provided at all sag points or sump locations as a minimum. Inlet calculations are required where the major storm needs to be accommodated, such as downhill cul-de-sacs or where there is potential for excessive ponding or overflow onto private property.
• i) Oversized grates and/or secondary emergency inlets must be considered where leaves and/or debris collection is anticipated.

3.9.12 Service Connections

Service connections to the City storm system are required for all multi-family, commercial, industrial and institutional land uses.

Single Family Residential service connections to the City Storm system are required in instances where site conditions do not provide for safe infiltration or dispersal of storm water on site. The safe use of infiltration is to be confirmed by a qualified Professional.

• a) Service connection requirements:
  • i. The minimum storm service diameter for any property is150mm.
  • ii. Inspection chambers (ICs) are required to be installed as per SS-S7 and SS-S9. Where this is not possible, identify offset on the record drawings and service card. An IC is not required on residential connections where the service is less than 2.5 m long and connected directly into a manhole.
  • iii. Refer to Drawing SS-S50 for all service connection requirements to a storm mainline.
  • iv. All storm services 200 mm and larger require a manhole either on the storm mainline or on the storm service at the property line. The service manhole must be offset from the property line a sufficient distance to ensure replacement will not impact private property.
  • v. Flow control manholes are to be installed on the private side of the property line as per Drawing SS-S55.
  • vi. Service connections are permitted into manholes as per DrawingSS-S1a.
  • vii. Depth to be minimum 1.2 m.
  • viii. Minimum grade from property line to storm sewer main is 2%.
  • ix. Wye fittings are preferred for service connections into proposed City storm sewers. Insertable tees are permitted into 250mm or larger existing mains.
• b) Roof Leaders (drains):
  • i. Where permissible and not in Hillside Areas, roof water is expected to be contained on site as part of best management practices to meet requirements for pre-development storm rate. Acceptable best management practices include splash-pad onto green space, rain harvesting systems or appropriately sized rock pits where soil infiltration parameters permit.
  • ii. Roof leaders are not permitted to be directed to any infiltration device or soak away pit near to or part of an engineered retaining wall or reinforced earth structure.
  • iii. Roof leaders or inlets from downward sloping driveways in Hillside Areas must be connected to the City storm sewer.
• c) Perimeters Drains
  • i. Perimeter drains for buildings are required as per the British Columbia Building Code.
  • ii. Discharge may be to the surface or a soak away pit.
  • iii. Foundation perimeter drains are not permitted to be directed to any infiltration device or soak away pit that impacts an engineered retaining wall or reinforced earth structure.
  • iv. Foundation perimeter drains can be routed by gravity through a storm service to the storm sewer provided that:
    • the elevation of the basement/crawlspace floor is at least 600 mm above the MBE (Section 3.6), or
    • 600 mm above the anticipated or known high ground water table,or
    • 600 mm above the 100 year hydraulic grade line within the sewer main at that point, whichever is higher.
  • v. Where a sump pump is required, a backflow prevention device must be installed as part of the mechanical configuration to prevent backflow into a basement from the City Storm sewer.
  • vi. As per Section 3.3.1, permanent groundwater pumping is not permitted to City storm sewers.

3.9.13 Perforated Sub-Drains

Perforated subsurface drainage systems designed for the purpose of permanent groundwater level reduction are not permitted to be connected to the City Storm sewer system.

3.9.14 Locations and Corridors

Wherever possible, storm sewers and service connections should be located within the public road right of way. Side or rear yard easements should be avoided where possible. Where it can't be avoided, statutory right-of-ways will be required for permanent City access.

Outlet controls for storage facilities may be designed using the standard orifice and weir equations: 

Orifice Equation:

Weir Equation:

Larger storage facilities are to include provisions for discharges at rates greater than the design release rate (i.e., major storm event and emergency conditions). Rapid drawdown of the water level may be necessary for emergency purposes or to restore the available storage to accommodate subsequent storm events. Simple reducers are permitted on smaller facilities.

Orifices shall be fixed and designed to pre-development outflow rate. Adjustable mechanisms such as slide gates or removable orifice plates are not permitted unless approved by the City Engineer.

Design of inlet and outlet structures is to include consideration of energy dissipation and erosion control. Safety grates are required over all inlet and outlet openings larger than 500 mm diameter. Locks for access hatches are required.

The following is an introductory list of some runoff controls focused on water quality treatment.

• a) Bio-filtration Swales and Constructed Wetlands
• b) Intended to provide bio-filtration and sediment removal.
• c) May be designed to provide on-line detention storage as well as quality treatment.
• d) May be located on-site or off-site.
• e) Qualified professional required for design.
• f) Design requires consideration of climatic conditions.

3.11.1 Oil and Grit Separators

Oil and Grit Separators are required:

• a) On site with parking for 50 or more vehicles (does not apply to parkades).
• b) On all industrial zoned properties, unless it can be proven that there is no risk of storm water contamination.
• c) Supplier design details are required.

Design criteria for Oil and Grit Separators must include:

• a) Devices must have a current Canadian Environmental Technology Verification (ETV) or ISO 14034 ETV verification.
• b) A target Total Suspended Solids removal of 60% of the ETV Particle SizeDistribution.
• c) Performance predictions for all proposed units.
• d) A maintenance plan and commitment from all Owners. This will be included in the business license renewal.
• e) A location on-site, including a Statutory Right of Way or covenant on title should the City need to inspect the unit.

3.11.2 Oil/Water Separators

• a) Required for gas stations, vehicle service areas and storage areas for highway vehicles and construction equipment.
• b) Design details in accordance with current technologies as outlined in Urban Runoff Quality Control Guidelines for British Columbia.

All construction projects in the City require an Erosion and Sediment Control (ESC) Plan approved by 
the City. Storm water runoff from construction sites commonly contains significantly higher 
contaminant concentrations than storm water from developed sites. Poor construction practices and 
lack of attention to detail are contributors to sediment transport, in turn impacting both downstream 
infrastructure, aquatic habitats and Okanagan Lake.

Erosion and Sediment Control will be managed as a separate process with a cost identified as a 
separate line item in the development planning process

The following policies will be administered:

• a) No Person may cause, or permit another Person to cause, sediment or sediment-laden water to discharge into the storm system, with concentrations greater than 75 milligrams per litre (ppm) of total suspended solids (TSS). A sample measuring greater than 60 nephelometric turbidity units (NTU) will be the trigger point where the sample must also be sent to the lab for analysis.
• b) A Security Deposit for ESC Works equal to 3% of the Consulting Engineer’s opinion of probable costs of civil earthworks and infrastructure will be added to the ServicingAgreement.
  • i. The Security Deposit submitted is to secure the full and proper compliance with the provisions of the By-law. In the event, that the Owner, Developer, or Person Responsible has not complied with the provisions of this By-law, the necessary funds from the security deposit may be drawn down, at the City’s option, and the money used either by the City or its agents to protect the storm system from sediment or sedimentladen water in adherence with the terms and conditions of this By-law. Notwithstanding, the City is under no obligation to initiate or complete remedial works in or under the Land.
  • ii. If the amount of the security deposit is insufficient for the City to complete the ESC Facilities, the Owner and Developer jointly and severally will pay any deficiency to the City on demand.
• c) The Owner must retain a Qualified Professional (P.Eng, RPBio, P.Ag, AScT, CPESC, CISEC or CESCL) responsible for inspecting and monitoring the ESC Facilities weekly and after any rain event which exceeds the intensity of 25mm of total rainfall depth in a 24-hour period. All records and data must be made available to the City upon request. Should a site be determined to be non-compliant, the Professional will be responsible for submitting notification and presenting a remediation plan to the City within two days of the event.
• d) The ESC will include a construction plan and site management plan ESC features must be installed before any clearing, excavation, or soils mobilization takesplace.
• e) The fundamental approaches to effective ESC include:
  • i. reduce clearing and grading and preserve natural vegetation as much as possible;
  • ii. phase construction to limit soil exposure at any one time, particularly in wet seasons;
  • iii. stabilize exposed soils as quickly as possible, whether temporaryor permanent;
  • iv. protect slopes and cuts;
  • v. prepare the site to limit soil tracked off-site by haul vehicles;
  • vi. sweep off-site streets when dirt is tracked;
  • vii. filter runoff water before it leaves the site;
  • viii. install filters or barriers to protect downstream drains andinlets;
  • ix. adjust ESC plan to suit changing weather and construction phasing;
  • x. assess ESC practices after rain event; and
  • xi. maintain the works throughout construction.

Ideally, practices and features are put in place to prevent erosion from occurring in the first place, but realistically some degree of erosion and sediment transport will occur. When it does, other practices and features are to intercept and capture the sediment before reaching vulnerable areas. As such, the following sub-sections introduce ESC practices in two core categories; erosion control and sediment control.

3.13.1 Erosion Control

Rainfall and wind can aggressively displace and transport soil, although rainfall tends to be the more damaging in BC climates. The soil composition has a significant bearing on its erosion potential. The first line of defense is to either maintain or provide protective cover to the soil. Ideally, natural vegetative cover is maintained for areas that do not need to be disturbed. Where soils do need to be exposed or stockpiled, temporary covers should be applied when rainfall events are imminent.

For exposed site areas, straw mulch is the most common form and can be effective with low cost. However, it is commonly not applied thick enough or replenished frequently enough. It is important that a uniform blanket be provided and refreshed as the straw decays or is displaced. For the most part, bare soil should not be visible.

For steeper slopes, or for areas exposed and inactive for considerable time, manufactured erosion control blankets may be most appropriate. There are many products available and local suppliers should be consulted for the selection of the appropriate one. While they have a higher purchase cost, with proper selection and installation they will provide longer and more effective service with far less maintenance than straw mulch.

For soil stockpiles, poly tarps should be applied when the stockpile is inactive, including short overnight periods if there is any threat of precipitation. If inactive for considerable time, other measures such as temporary seeding, mulching, or matting may be considered.

Once disturbance to an area is complete, permanent cover practices should be established as soon as possible. Top dressing the area with topsoil having high organic content in itself can be a significant benefit; a minimum of 100 mm should be applied for purposes of erosion control. Greater depth is often required to meet landscape growing medium and hydrologic management needs. Sodding, broadcast seeding, hydro-seeding, and drill seeding are acceptable methods to re-establish a blanket of vegetative.

Aside from maintaining good quality ground cover, there are a number of other techniques that can be applied as erosion control, including the following, but not necessarily limited to those below. They should be selected based upon the specific conditions and requirements of the site. 

Construction of stable haul roads for transport vehicles coming and going from the site is required. 

At a minimum, haul roads include 200 mm of a coarse granular running surface, but strong consideration for underlying filter fabric, and potentially geogrid reinforcing in weak soils, should be given;

• a) Intercept trenches on the upstream edges of the working area to redirect runoff;
• b) Terracing steeper slopes;
• c) Scarifying the soil surface;
• d) Bio-engineered protection of very steep slopes;
• e) Rip-rap with appropriate underlying filter.

3.13.2 Sediment Control

Silt fences can be an effective barrier to contain soil, but are not an effective filter of sediment laden runoff. Their permeability is insufficient to allow water to pass through, and therefore more commonly act as a dam which is then often undermined or circumvented by the flow of water. When used appropriately as a soil containment barrier, they must be sufficiently installed and maintained. Design criteria include: stakes should be > 7.5cm in diameter and > 1.5m long and driven > 40cm into the ground; stakes should be < 2.4m apart unless wire backing is used; and bottom should be buried in a trench > 20cm.

• a) Storm drains and catch basins potentially receiving site runoff are to be protected with filters.
• b) Straw bales and gravel berms are to be used within flow paths to slow water and promote trapping of coarse sediment. Note that these are less effective for fine sediment.
• c) Dust control is required at all times.
• d) Soil transport from vehicles coming and going from the site must be controlled. Where a wheel wash facility is constructed, wash water must be appropriately contained and treated prior to release off-site.
• e) Sediment ponds (or basins) are generally applied to larger construction sites (> 2 hectares) to settle suspended sediments larger than 0.02mm. The outlet should consist of a perforated riser pipe with a gravel jacket. Internal gravel baffles are to be installed to create individual cells to reduce velocities and prevent short circuiting of flow to the outlet. As a design guideline, ponds should be sized to accommodate 125 m3/ha of site area. Of this volume, at least 20% should be dedicated to a forebay. The remainder, as a permanent pool, should measure 1.3-1.8m in average depth, and not exceed2.4m.
• f) Sediment traps are similar to sediment ponds, but designed for small sites. Generally fed by swales, these facilities are located on the low-side of the site to receive site runoff water and allow settling of solids before discharge off-site.

Street Lighting (also referred to as Roadway Lighting) generally refers to lighting of streets and roadways including sidewalk, crosswalks, intersection, roundabouts, walkway and tunnels. The principal purpose of street lighting is to enhance visibility at night. For a pedestrian, street lighting improves visibility of the surroundings and the sidewalk, while for the driver of a motor vehicle it increases visibility resulting in more time to stop or to maneuver around an obstruction. Good lighting has been shown to significantly reduce night-time collisions specifically on urban streets, urban and rural intersections, roundabouts and mid-block crosswalks.

This bylaw is intended to provide some basic lighting and electrical criteria and guidelines to aid in the design of street lighting. Further information should be obtained from the most current edition of the Transportation Association of Canada (TAC) Guide for the Design of Roadway Lighting. Those undertaking street lighting design must be knowledgeable of all parts of the TAC guide.

These design guidelines are not intended to be a substitute for sound engineering knowledge, experience in street lighting design and the Canadian Electrical Code. Roadway lighting designs should be prepared under the direction of a design professional registered with Engineers and Geoscientists of British Columbia ( EGBC).

Street lighting illumination levels are defined by the road classification and the pedestrian activity level on the sidewalk adjacent to the roadway..

Street classifications are defined as follows:

• Arterial: Serves a continuous route primarily for inter-community through-traffic.
• Collector: Performs the dual function for traffic of land access and movement between arterial and local streets.
• Local: Provide direct land access and is not intended to carry through traffic. Night-time pedestrian activity levels on sidewalks and in crosswalks are defined as follows.
• High: Areas with significant numbers of pedestrians expected to be on the sidewalks or crossing the streets during darkness.
• Medium: Areas where lesser numbers of pedestrians utilize the streets at night, Typical are downtown office areas, blocks with libraries, apartments, neighbourhood shopping, industrial, parks, and streets with transit lines.
• Low: Areas with very low volumes of night pedestrian usage. These can occur in any of the cited roadway classifications but may be typified by suburban single family streets. Very low density residential developments, and rural or semi-rural areas.

The choice of the appropriate pedestrian activity level for a street should be based on engineering judgement. If needed, one-hour pedestrian counts can be taken during the first hour of darkness on selected days, to estimate average pedestrian traffic counts. A section of typical land use can be sampled by counting one or two representative blocks, or a single block of unusual characteristics can be counted, perhaps at a different hour, such as discharge from a major event Recommended pedestrian activity levels are defined as follows:

• Low- 10 or fewer
• Medium – 11 -99
• High – 100 or more

These volumes represent the total number of pedestrians walking in both directions in a typical block or 
200-meter section. Additional definition are as follows:

• Sidewalk: Pedestrian movement adjacent to the street
• Walkway: Pedestrian movement away from the street
• Crosswalk: Marked pedestrian access across a street
• Bikeway: Marked area between the sidewalk and street. From a lighting perspective a bikeway shall be considered part of the street and streetlighting levels shall there fore apply to the street and bikeway.

5.5.1 Light Sources and Luminaries

Light sources shall be LED and selected from the City of Kelowna Approved Products List, which is subject to change from time to time. The list is based on a review of energy efficiency and cost/benefit of installation and ongoing operation. The City is sensitive to light pollution and selects luminaires that are night sky friendly, meaning that they minimize glare while reducing light trespass and skyglow.

5.5.2 Light Loss Factor (LLF)

A Light Loss Factor of 0.8 is to be applied.

Sidewalk lighting levels for various pedestrian activity levels are defined in the Transportation Association of Canada Guide for Design of Roadway Lighting. Refer to TAC guide for grid set-up and spacing.

Visibility of crosswalk users can be best achieved by placing poles in advance of the cross walk to create high levels of vertical illumination thus improving driver visibility of pedestrians. This is covered in more detail in the Transportation Association of Canada Guide of the Design of Roadway lighting.

This is primarily aimed at mid-block crosswalks and crosswalks at free turn lanes where island are present. It is doubtful crosswalk levels will be achieved for the main road crossings at signalized intersections; however, by placing the first lighting pole on the approach roads (away from the intersection) within one pole mounting height from the crosswalk, partial vertical Illumination levels can be achieved at the crosswalk. Refer to the Transportation Association of Canada Guide of the Design of Roadway lighting.

Roundabouts have more complex visibility consideration than typical intersections. Key deign consideration in lighting roundabouts include the following;

• The effectiveness of motor headlights is limited in a roundabout due to the constrained curve radius, making the street lighting system a necessity to aid in the night time visibility of obstructions, hazards and pedestrians in crosswalks.
• Where there is no lighting on the approach streets, lighting should be added on the approaches for a distance of approximately 80m in advance of the roundabout crosswalk.

Lighting for a roundabout street surface shall meet or exceed the levels for an intersection. Crosswalks shall meet vertical lighting levels listed for crosswalks. For further information on Roundabout Lighting refer to the Transportation Association of Canada Guide for the Design of Roadway Lighting or IESNA RP8-18.

Pole types and heights are to be as specified in the Approved Products List.

Where poles are mounted on top of service bases they shall be supplied 0.9m shorter. For rural roads, if approved by the City and the power company, light may be installed on the power poles. Poles shall be located at the outer edges behind curb and gutter or edge of pavement, or in special circumstances, in the median of the street. The exact offset of the pole (behind curb, edge of pavement or sidewalk) is typically defined via standard local authority road cross-section drawings which show all utilities and equipment locations for various road types. Where standard cross sections are not available then poles and foundations shall be located to:

• Provide at least 0.3m clearance from the back of curb of roadway
• Maintained wheelchair access on sidewalk
• Not to be in conflict with other utilities or overhead powerlines as defined in CSA standards and by the local utility.

Poles shall be located within 0.6 meters of the property corners and shall not conflict with driveways, underground services and fire hydrants

In areas where speed is over 60km/hr with no curb and gutter clear zones shall be considered in accordance with the Transportation Association of Canada Geometric Design Guide for Canadian Roads. Pole Spacing patterns include staggered, opposite and one side arrangements, depending on the roadway classification, road geometrics and lighting level design criteria.

Refer to City of Kelowna Approved Products List.

5.17.1 Lighting

Lighting design requires a computer lighting design software such AGI32 or Visual Roadway Tool and lighting supplier photometric files in IESNA format. Typically, luminaire photometric files are based on a reference lamp which can vary from the actual lamp used in the test, provided it is similar. This is referred to as “relative” photometry. LED photometric files must be “absolute” which means the photometric file must be for the exact luminaire being tested.

5.17.2 Decorative Lighting

Where decorative street lighting is required to enhance the streetscape it will be limited to the palette specified in the Approved Products List.

When installed in front of a property luminaires will be supplied with house side shields as standard.

5.17.3 Electrical

Design requirements include:

• Meet all requirements of the Canadian Electrical Code (CEC), latest edition, and bulletins issued by Electrical Safety Branch of the Province of British Columbia.
• Maximum voltage drop from branch circuits: 3%
• Provisions for future expansion.
• Conductor sizes: maximum #6 RW90, minimum #10 RW90 for branch circuits
• For branch circuits the load not to exceed 80% of the breaker rating (as per CEC).
• Accommodation of loads for pole receptacles, if applicable
• Junction boxes to conform to City of Kelowna standard drawings.
• All empty conduits shall have a 6mmnylon pull string installed and the ends capped.
• Traffic signal interconnection / communication conduit design shall be common trenched with the streetlighting conduit system

5.17.4 Drawing Requirements

Lighting design drawings shall show all civil drawing information such as curbs, sidewalks, property lines, all physical features that may impact the lighting design, as well as the lighting poles, service/control equipment and wiring. Lighting drawings shall fully describe the proposed installation and all related existing lighting and electrical information. The detailed information required on the drawings shall include, but not be limited to the following:

• • Site plan drawings at a scale of 1:500 showing poles locations, conduit and service equipment. For beautification type projects, which have more electrical features such as pedestrian scale lighting and pole/tree receptacles, site plan drawing at a scale of 1:250 may be required. Poles and service equipment shall all be located by station and offset. Conduit shall be located by offset from edge of pavement or face of curb and gutter:
• Legend and notes:
• Completed Lighting Design Criteria Figure 6.6 for each road, walkway, intersection or roundabout:
• List specific product such as luminaires, pole anchor bolts and related hardware, junction boxes and service panels by manufacturer, make and model number.
• Drawings shall include sufficient street name and land or block location information to identify particular sections ofroad referenced in the lighting design summaries.

All lighting drawings shall be signed and sealed by a professional Engineer registered with the EGBC. Design drawings shall be submitted for approval along with signed and sealed computer lighting calculations.

The electrical systems must be installed in accordance with the requirements of the appropriate utility company.

Where overhead distribution is permitted, pole and anchor locations must be approved by both the City Engineer and the appropriate utility company. Care must be taken to avoid aerial trespass.

Plans and agreements for rights of way for anchors, pad-mounted transformers, etc., must be provided and registered by the Developer.

The City’s requirements for allowing overhead or underground wires is as follows:

• a) In all Town Center and Village Center areas as identified by the Official Community Plan all wires shall be buried and installed in conduits.
• b) All streets and highways that are created as a result of new development shall have all wires buried underground.
• c) Outside of these areas where existing overhead wires parallel the existing road the developer shall have the option to bury or to leave overhead the wires.
• d) On roadways identified in the City’s 20YearServicing Plan for upgrade and urbanization, all service wires crossing the roadway must be buried.

7A.1 General

7A.1.1 Application

For purposes of this bylaw, an automatic irrigation system means any outdoor watering device that includes a timeclock, connected valves opened by the timeclock, and underground distribution pipe to water outlets used for watering plant materials.

These landscape standards and specifications shall apply:

• (a) To all landscape areas within highway limits in the City of Kelowna including: medians, soft landscape areas between the curbs and the highway limits, and plantings in urban plaza and sidewalk areas.
• (b) To new construction and rehabilitated landscapes for City projects including all utilities and facilities for water, sanitary sewer, drainage, electrical and communication Works and Services infrastructure.

The following exemptions to the requirements of Section 6 apply:

• (a) Projects where the sum of all new or renovated landscape areas does not exceed 100 square metres in area are exempt from the requirement for landscape and irrigation plan and detail submittals set out in these requirements.
• (b) Projects without an automatic irrigation system are exempt from the irrigation system design guidelines, but the landscape, grading and soil management requirements and related drawing submittals other than irrigation drawings still apply;

Landscape and irrigation shall be designed, installed and operated to meet the requirements of the City of Kelowna Water Regulation Bylaw No. 10480, including the requirement to not exceed the Landscape Water Budget for landscape areas of the project and to calculate the Estimated Landscape Water Use.

The standards specified herein reflect the City’s minimum expectations and are intended for most applications. These standards may be enhanced or revised by the City or the Owner at the discretion of the City Engineer where the Works and Services are intended for large, complex, unusual and innovative applications and provided they meet the intent and objectives of the requirements herein.

7A.1.2 Qualifications

The Owner, at their expense, shall retain as a Qualified Professional a Landscape Architect registered with the British Columbia Society of Landscape Architects (BCSLA) to design, inspect and certify all landscape Works and Services covered by this section.

The Owner, at their expense, shall retain as a Qualified Professional a Certified Irrigation Designer registered with the Irrigation Industry Association of British Columbia (IIABC) to design, inspect and certify all irrigation Works and Services covered by this section.

With proper qualifications from both BCSLA and IIABC, one individual may serve as both the Landscape Architect and Certified Irrigation Designer.

For the Works and Services covered by this section the Landscape Architect(s) and/or Certified Irrigation Designer(s) shall have the powers and responsibilities prescribed elsewhere in this bylaw to the Contract Administrator.

7B.1.1 General Landscape Requirements

The general design and construction of the landscape shall be in accordance with the standards set out in this section

Street Tree plantings shall be required on streets and highways in all subdivisions where new roads (including cul-de-sacs) or road extensions are required.

All soft Boulevard and Median Areas within the highway limits shall be landscaped to the standards of Section 6B.2 Boulevard and Section 6B.3 Medians.

Rough grass or wildflower mixture may be used on all or part of boulevards visually backed by areas of woodland or rural appearance - subject to the approval of the City Engineer.

The Landscape Maintenance Period for landscape establishment shall be one year from the date of Substantial Performance of the landscape components of the work. All landscape areas shall be provided establishment maintenance which shall include irrigation maintenance and watering, mowing, weeding, pruning and supplemental fertilization until the end of the Landscape Maintenance Period. The Landscape Maintenance Period shall continue until a Certificate of Acceptance of all Landscape Works and Services is issued by the City upon the expiration of the Landscape Maintenance Period.

Plants or other materials that fail in the Landscape Maintenance Period shall be replaced at no cost to the City. Replacement trees shall be guaranteed for a further year after planting, with maintenance and replacements repeated until trees are provided that are acceptable to the City at the end of the Landscape Maintenance Period.

The use of Naturescape or similar wildlife habitat principles in landscape development is encouraged. Refer to Naturescape Kit Southern Interior, available from Naturescape British Columbia.

Site and planting design shall co-ordinate with watering ‘hydrozones’ and irrigation plans in accordance with Sub-Section 6C – Irrigation.

All landscape and irrigation products, installation and operations shall be completed in accordance with the requirements of Schedule 5 of this Bylaw.

7B.1.2 Landscape Plan Requirements for Works and Services

For landscape Works and Services that will be owned by the City of Kelowna, the Owner’s Qualified Professional is required to submit the following plans, gain City ’Issued for Construction” documents, and certify construction quality assurance. Landscape plan and design submittals required are:

• (a) Landscape Plan
• (b) Landscape Grading Plan
• (c) Landscape Water Conservation Report as required by the Water Regulation Bylaw.

The following information shall be shown on the Landscape Plan:

• (a) property lines and easements.
• (b) buildings, edge of pavement, curb lines and curbs, sidewalks, lighting fixture locations, surface utilities and related service boxes or other elements that would affect the landscape and street tree location.
• (c) Location of all existing vegetation to remain.
• (d) Location of retaining walls and existing or proposed slopes that exceed 3:1 vertical.
• (e) Location of all proposed trees, shrubs, ground cover and lawn areas.
• (f) Indication of which areas will be seeded grass vs sodded lawn.
• (g) Plant list showing botanical name, common name, size at planting, quantity, typical spacing, and root zone volume of supplied growing medium for trees.
• (h) Location of all proposed trees, shrubs, ground cover and lawn areas.
• (i) Hydrozone information table for the project.
• (j) Planting hydrozones – delineate and label each hydrozone by number, letter or other method and identify each area of similar water requirement e.g. high, medium, low, or no supplemental water after establishment. Hydrozones may be shown on a separate drawing if required for clarity.
• (k) Water features, if applicable.
• (l) Type of mulch and application depth.
• (m) Growing medium depths for each planting type.

The following information shall be shown on the Landscape Grading Plan.

• (a) Spot elevations of top and bottom of retaining walls and at top and bottom of any slopes exceeding 3:1
• (b) Drainage patterns by slope arrow and percent slope. Drain inlets or culvert inlet elevations.
• (c) Finished floor elevations if applicable.
• (d) General shaping of finished grades by a combination of proposed contour, spot elevations and slope arrows for landscape areas that are bermed, dished, or that have noteworthy grading constraints or design intents.
• (e) Stormwater retention or infiltration facilities if applicable.
• (f) Rain harvesting or catchment technologies if applicable.

The general requirements used by the City for review of the Landscape and Grading Plan is specific to the site and use thereof. The landscape design shall:

• (a) respond functionally and aesthetically to existing and proposed land uses, utilities, terrain and flood patterns, drainage facilities, roads, driveways, cycle, transit and pedestrian facilities;
• (b) promote accessibility as it relates to pedestrians, cyclists and people with limited physical or visual abilities
• (c) consider appearance of the proposed plant material and site landscape, including appropriateness, aesthetics, visual screening, sight lines and functionality
• (d) provide access for maintenance equipment and personnel;
• (e) allow for cost effective maintenance methods and practices;
• (f) provide access to park, recreation or environmental opportunities;
• (g) incorporate protection of existing trees where feasible;
• (h) consider protection of the natural environment and restoration or enhancement of natural habitat;
• (i) coordinate with engineering site drainage, water levels, ponding and overland flow;
• (j) consider design features that minimize the opportunity for crime and undesirable behavior;
• (k) provide for weed control;
• (l) coordinate with sediment and erosion control practices;
• (m) follow fire hazard reduction principles.

The completed Landscape and Grading Plan(s) shall be considered part of the package that forms the “issued for Construction” documents.

7B.1.3 Landscape Construction

Prior to the start of construction the Owner shall provide the City with a schedule of construction of the landscape and irrigation Works and Services and Related Work. In addition, the Owner shall provide the City with the name and contact information for the Consulting Landscape Architect and Engineer, Certified Irrigation Designer, the general Contractor and the Landscape Contractor of the site, as well as the designated Contract Administrator for each of the Landscape and Irrigation works.

The landscaping of medians shall be designed and constructed generally as follows:

• (a) for Highway 97 and Highway 33 - with sloped aprons of concrete unit pavers with irrigated street trees and irrigated landscaping;
• (b) in Urban Centre and Village Centre DP Areas - except as described above or per the approved streetscape 
• improvement plan for that area, with sloped aprons of concrete unit pavers and irrigated street trees; or
• (c) elsewhere -with sloped aprons of exposed aggregate concrete, concrete unit pavers or stamped and coloured concrete and irrigated street trees.

The landscaping of roundabouts and cul-de-sac islands shall have a hard surface material or landscaping with low shrubs or groundcovers, and should feature:

• (a) a single specimen tree;
• (b) a group of like trees; or
• (c) public art if the roundabout or cul-de-sac is in an Urban or Village Centre. The selection, design and placement of public art shall be made in cooperation with the Public Art Committee.

Lighting of trees or public art in a median shall be provided as required by the Parks Division or the Public Art Committee.

7B.5.1 Urban Trees in Pavement

Select urban trees in pavement in accordance with Section 7B.5.6.

Select and site urban trees in pavement to eliminate long term above-ground and below ground conflicts with utilities, buildings and structures, and pedestrian and vehicular traffic.

7B.5.2 Planting Details and Procedures

Landscape Drawings shall specify the appropriate planting detail standard from the City of Kelowna Standard Details. 

All planting shall meet the City of Kelowna Specifications in Schedule 5.

7B.5.3 Planting Provisions in Single Family Subdivisions

Street trees and landscape finish of the public highway fronting occupied homes shall be completed no later than the date that 85% of the homes in a single family development are completed and occupied. Earlier completion dates are encouraged provided that landscape maintenance and repair is provided at no cost to the City until such time as units are occupied.

Planting of street trees in the hot dry summer period of June, July and August is discouraged, due to the risk of failure of the planting caused by heat and drought.

Minimum number of boulevard trees shall be calculated as follows:
(a) Medium Trees (± 10 - 20m ht. at maturity) Greater of 1 per lot or15m.
(b) Small Trees (Under 10m ht. at maturity) Greater of 1 per lot or 10m.
(c) Plantings of trees closer than 6m on centre shall require the written concurrence of the City Engineer.
(d) Locate trees fronting on single family lots in locations that avoid all utility service alignments and driveways. Generally this will lead to tree placement in the half of the lot frontage away from the driveway side, and not at either the lot centerline or at a lot line.

7B.5.4 Plant Material Selection

7B.5.4.1 Plant Materials:

• (a) Plants shall have the ability to withstand adverse conditions such as airborne pollutants, maximum sun exposure and reflected heat from pavements, high winds and abrasive forces, occasional snow loading and exposure to salt from road clearing operations, and limited root zone soil volumes.
• (b) Plant hardiness requirements vary by elevation. Plants shall be hardy to Canadian Plant Hardiness Zone 5A to 1A as site conditions dictate.
• (c) Plants shall be capable of reduced water demand following a one year establishment period.
• (d) Plants shall have relatively low maintenance attributes including: fine to medium leaf size and canopy density; non-fruit bearing or having only berry-sized non-staining and non-toxic fruits; low susceptibility to disfiguring or fatal diseases and infestations; infrequent demands for pruning, fertilizing and other cultural requirements.
• (e) Plants shall be of appropriate size and form at maturity to meet criteria in Section 6B.5.6 Street Tree Selections and Soil volumes.

7B.5.4.2 Lawns/Fine Grass, Rough Grass and Wildflowers:

• (a) Sod shall be used on all lawn/fine grass areas. Seeding, as an alternate, shall require approval of the City Engineer.
• (b) Rough grass and wildflower areas shall be seeded. Seeding method shall be noted on drawings.
• (c) Areas to be seeded with grades greater than 3:1 and/or highly erodible soils shall be hydroseeded with a nurse crop seed mix, a hydraulically applied erosion control mulch, or erosion control blanket. Erosion control method to be noted on drawings.

7B.5.4.3 Trees

• (a) Boulevard or ‘street’ trees shall be of a single species/cultivar on either side of the street within a given block. Median tree species may vary.
• (b) Street tree species shall vary between intersecting streets. Street tree selection will be made with consideration of maintaining a diverse and varied street tree distribution across a neighbourhood to minimize disease risks.
• (c) All street trees shall have:
  • i. A compact or upward branching structure.
  • ii. Ability to withstand pruning for pedestrian, vehicle and/or building clearance without compromise to tree health or form.
  • iii. Absence of species/varietal characteristics of structural weakness, susceptibility to wind damage, or thin, easily damaged bark.

7B.5.5 Street Tree Size, Spacing and Location

Trees shall be minimum 5 cm caliper measured at 300mm above the rootball at the time of planting, and of uniform size if planted in a boulevard row.

Tree branch clearance requirements are 5m over the traveled portion of road and 2.25m over the sidewalk.

7B.5.6 Street Tree Selections and Soil Volumes

Refer to City of Kelowna website for requirements for tree species selections: 

http://www.kelowna.ca/CM/Page292.aspx

Trees for directly under Hydro lines

• (a) Minimum allowable soil volume per tree is 4 cu.m. with 1m depth pit.
• (b) Mature height not greater than 7.62m.

Trees for beside hydro lines

• (a) Minimum lateral distance from nearest line 2.75m.
• (b) Minimum allowable soil volume per tree is 4 cu.m. with 1m depth pit.
• (c) Mature spread not greater than 5m.

Trees for limited available soil volume

• (a) Minimum allowable soil volume per tree is 4 cu.m. with 1m depth pit.
• (b) Mature height not greater than 10m.

Trees for available soil volumes of 9 cu. m. or greater

• (a) 1m pit depth
• (b) Mature height not greater than 20m.

Trees for a wide boulevard or wide median use only

• (a) Minimum available root zone of 20 cu. m. per tree
• (b) Minimum boulevard or median width of 3.5m

7B.5.7 - Setbacks for Trees

Minimum setbacks for trees to objects in new developments shall be as follows:

• Underground street light conduit or irrigation main                                                      0.6m
• Other underground utilities                                                                                                      3.0m
• Lamp standards                                                                                                                             6.0m
• Steel and wooden utility poles                                                                                                3.0m
• Driveways                                                                                                                                         1.5m
• Catch basins                                                                                                                                    1.5m
• Manholes, valve boxes, services                                                                                             3.0m
• Sewer service boxes                                                                                                                     3.0m
• Fire hydrants                                                                                                                                   2.0m
• Road intersection                                                                                                                          7.0m
• Curb face (see SS-L3 for Root Barriers required)                                                             0.5m
• Sidewalk                                                                                                                                         0.85m
• Curb face and sidewalk with root barrier                                                                         0.60m
• Buildings - fastigiate (columnar) tree                                                                                   2.0m
• Buildings - regular crown tree                                                                                          3.0-5.0m

The City Engineer may consider custom setbacks where trees are being installed in existing streets with established utilities.

• (a) A complete and working automatic irrigation system shall be provided for all landscaped areas within a high, medium or low hydrozone of a Highway, utility parcel or utility facility. Temporary watering provisions shall also be made for planted areas of a ‘non-irrigated’ hydrozone – to allow for watering through a maximum 1 year establishment period or in severe drought.
• (b) Boulevard trees, shrubs and ground covers shall be watered from an automatic irrigation system.
• (c) Urban trees in pavement shall be irrigated with an automatic irrigation system that may include bubblers or drip elements.
• (d) Sleeves shall be provided under sidewalks and driveways, and to medians / islands, as required for installation and maintenance of the irrigation system without removing surface paving.
• (e) Provide a flow sensor and master valve, both connected to the controller, that will stop flow to the system or irrigation circuit in cases of an irrigation water leak. Provide an isolation gate valve upstream of all automatic sprinkler valves.
• (f) Design to water plant materials with different watering requirements (e.g. grass vs. shrub areas and high vs medium vs low water use shrub areas) on different valve circuits.
• (g) Where surface sprinklers are used, ensure unobstructed sprinkler coverage to tree bases from at least two sides.
• (h) Every drip system shall be designed with a filter, pressure regulator, flush valve and air relief valve. The drip component manufacturer’s instructions for installation and maintenance shall be included in the project specifications.
• (i) The Irrigation System shall perform to within 15% of the targeted application efficiency standards for irrigation systems, as determined by the Irrigation Association and the Irrigation Industry Association of British Columbia, as follows:
  • i. Spray Zones: 75% or higher;
  • ii. Rotor Zones: 80% or higher;
  • iii. Microjet Irrigation Zones: 85% or higher.
  • iv. Drip Irrigation Zones: 90% or higher.
• (j) Sprays and rotors shall be designed with head to head coverage to meet the application efficiency standards.
• (k) It is the responsibility of the Certified Irrigation Designer to identify to the Owner and to the City of Kelowna any landscape impediments, existing or planned, that will impede reaching the targeted efficiencies. At the discretion of the City of Kelowna, irrigation system design audits may be performed to ensure design efficiency has been met.
• (l) The Irrigation System shall be designed with minimal pressure losses where possible. Pressure losses between any two sprinklers on the same zone shall be less than10%.
• (m) Pipes shall be sized to allow for a maximum flow of 1.5m/sec.
• (n) The Irrigation System shall be sized and designed to 80% of Point of Connection available flow and pressure; allowing for 20% growth of system or 20% reduction in operating pressure while retaining targeted operational efficiencies.
• (o) Locate Point of Connection or Pedestal to meet the following requirements:
  • i. No Pedestal or Point of Connection locations will be permitted with medians without the explicit written consent of the City of Kelowna.
  • ii. No Pedestal location shall be subject to application of irrigation watering.
  • iii. No Point of Connections shall be placed within a sidewalk without the explicit written consent of the City of Kelowna.
• (p) The irrigation design shall include voltage loss calculations to the electrical control valve furthest from the controller. The drawings are to include:
  • i. A chart comparing the actual voltage drop to the allowable voltage drop on common and zone signal wires;
  • ii. Voltage loss shall not exceed the maximum voltage loss as specified by the manufacturer of the irrigation controller;
  • iii. Indicate wire locations, wire gauge required, spare wires and necessary splice box locations on the Contract Drawing.
• (q) Install one spare control wire for every five (5) electric control valves connected to the controller;
• (r) Install one spare common wire for every ten (10) electric control valves connected to the controller.
• (s) Irrigation sleeves shall be installed to route irrigation lines under hard surfaces and features. Non-metallic CSA approved electrical conduit shall be installed adjacent to irrigation sleeves.
• (t) Electric control valves used in the design of the Irrigation System are to remain consistent in size and manufacturer, where possible. Renovations or additions to the Irrigation System shall use the same manufacturer, model and size that exist on site. It is permissible to use an electric control valve from a different manufacturer for specialized applications. In general:
  • i. Electric control valves must be sized to the design flow;
  • ii. Drip and Micro irrigation zones must include filtration and pressure regulation to manufacturers’ specifications. Drip and Micro zones must have an isolation valve prior to zone valve for maintenance of filtration.
  • iii. Unless it has deemed not possible, valves are to be located on the periphery of green spaces and where available, within planting beds.
  • iv. Design approval will be required to insert valve locations within hardscape surfaces.
• (u) Sprinklers used in the design of the Irrigation System are to remain consistent in size, nozzling and manufacturer. Renovations or additions to the existing Irrigation System shall use the same manufacturer, model and size that exist on site. Sprinkler choice is based upon:
  • i. Available operating pressure at the base of the sprinkler;
  • ii. Desired radius;
  • iii. Type of landscape/plant material to be irrigated.
  • iv. Preference will be given to sprinklers incorporating pressure compensating devices.
  • v. Preference will be given to sprinklers incorporating check valves to reduce low head drainage.
• (v) Sprinkler arcs, radius and alignment are to be designed and capable of adjustment to minimize overspray onto adjacent surfaces outside of landscape areas.
• (w) Drip line and emitters must incorporate technology to limit root intrusion.
• (x) Specify all irrigation components from a coordinated manufacturer’s line listed in the Subdivision, Development & Servicing Approved Products List.
• (y) All irrigation products, installation and operations shall be completed in accordance with the requirements of Schedule 5.
• (z) The Landscape Maintenance Period for landscape establishment shall be one year from the date of Substantial Performance of the landscape components of the work. All landscape areas shall be provided establishment maintenance which shall include irrigation maintenance and watering.

Watering provisions are required for establishment of all street tree planting. Automatic irrigation systems to be provided to the boulevard area as an extension of privately held irrigation systems on the fronting lot. Provide irrigation sleeves across the sidewalk at the lot centerline and across the driveway as necessary to accommodate the irrigation pipe connecting all landscape areas and the fronting boulevard and medians.

In cases where boulevard landscape and related irrigation is being installed in advance of single family lots being occupied, the developer is to install a temporary irrigation system to water the boulevard. When private homes are constructed and occupied, within 6 months of occupancy the developer must arrange to have the boulevard irrigation fronting each lot removed from the temporary irrigation system and attached permanently to the irrigation system of the fronting lot. Design of the temporary irrigation system may follow one of two general arrangements:

FULL LANDSCAPED BOULEVARD: generally in accordance with Schedule 5 Standard Drawing “Temporary Boulevard Irrigation”, based on a spray or drip irrigation system to serve grass, groundcover, shrubs and trees in the boulevard, OR

TREES ONLY BOULEVARD: if trees only are being planted, with dryland or paved landscape in between, a Root Watering System (Double) on public property shall be provided that meets the requirements Schedule 5 Standard Drawings.

• (a) For temporary boulevard irrigation systems, and/or for permanent median irrigation systems, water supply, backflow prevention and irrigation smart controller shall be provided in central location(s) in the subdivision, with valves and distribution piping designed in accordance with Section 6C –Irrigation. Water supply may be obtained from the services of the new lots. A water billing account must be established prior to use.
• (b) Irrigation sleeves for the temporary or permanent boulevard and median systems shall be provided under all driveways or other paved areas to provide pipe access to all landscape areas within the highway for installation and maintenance of the irrigation system without removing surface paving.
• (c) The City will withhold part of the maintenance bond at a value of 140% of the cost of connecting temporary irrigation in boulevards to permanent irrigation systems on fronting private lots, and abandonment of any temporary irrigation system. If this conversion is not completed by the Developer within 6 months of home occupancy, the City may if necessary at the Developer’s expense undertake the connection of the boulevard irrigation system to the adjacent private lot system and decommission the temporary irrigation with its own forces.