Golder Associates Ltd. 220 - 1755 Springfield Road Kelowna, British Columbia, Canada V1Y 5V5 Telephone (250) 860-8424 Fax (250) 860-9874

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REPORT ON

PRELIMINARY ASSESSMENT OF SUSTAINABLE GROUNDWATER DEVELOPMENT POTENTIAL JOE RICH RURAL AREA (ELECTORAL AREA I)

REGIONAL DISTRICT OF CENTRAL OKANAGAN BRITISH COLUMBIA

Submitted to:

Regional District of Central Okanagan 1450 K.L.O. Road

Kelowna, BC V1Y 3Z4

DISTRIBUTION:

2 Copies - Regional District of Central Okanagan 1 Copies - Golder Associates Ltd.

April 2008 08-1440-0022 (2000)

 

 

 

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TABLE OF CONTENTS

SECTION PAGE

1.0 INTRODUCTION .................................................................................................. 1 2.0 ACKNOWLEDGEMENTS .................................................................................... 2 3.0 SCOPE OF WORK AND METHODOLOGY ....................................................... 2 4.0 BACKGROUND .................................................................................................... 3

4.1 An Overview of The Hydrologic-Hydrogeologic Cycle ............................ 3 4.2 Characteristics of Unconsolidated and Fractured Bedrock Aquifers .......... 5 4.3 Sustainable Use of Water Resources .......................................................... 6

5.0 PRELIMINARY HYDROGEOLOGICAL ASSESSMENT .................................. 6 5.1 Overview ..................................................................................................... 6 5.2 Aquifer Geology and Hydrostratigraphy .................................................... 8

5.2.1 West Joe Rich Aquifer Systems ...................................................... 8 5.2.2 East Joe Rich Aquifer Systems ....................................................... 9

5.3 Inferred Groundwater Flow Systems ........................................................ 10 5.3.1 West Joe Rich ............................................................................... 10 5.3.2 East Joe Rich ................................................................................. 11

5.4 Hydraulic Properties ................................................................................. 11 5.5 Annual Fluctuations in Water Levels ....................................................... 12

6.0 GROUNDWATER BALANCE FOR STUDY AREA ........................................ 12 6.1 Estimate of Annual Groundwater Recharge ............................................. 13

6.1.1 Catchment Water Balance Approach ............................................ 13 6.1.2 Groundwater Flux Approach ........................................................ 15

6.2 Estimate of Groundwater Extraction ........................................................ 15 6.3 Net Groundwater Budget .......................................................................... 16

7.0 SUSTAINABILITY GROUNDWATER MANAGEMENT ............................... 17 7.1 Preamble ................................................................................................... 17 7.2 Water Budgets for Other Locales in the Joe Rich Rural Area .................. 18 7.3 Framework for Groundwater Management .............................................. 18

8.0 CONCLUSIONS................................................................................................... 19 9.0 RECOMMENDATIONS ...................................................................................... 21 10.0 LIMITATIONS AND USE OF THIS REPORT .................................................. 21 11.0 CLOSURE ............................................................................................................ 22 LIST OF FIGURES Figure 1 Plan of Study Area Figure 2 Schematic Diagram Showing Components of the Hydrologic Cycle for the

Okanagan Basin Figure 3 Aquifers and Geology Figure 4 Location of Known Water Wells in Joe Rich Area Figure 5 Cross Section A-A’ Figure 6 Cross Section B-B’

 

 

 

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LIST OF TABLES Table 1 Summary of Groundwater Recharge Estimates Table 2 Estimates of Flow in Aquifers in Joe Rich West Based on Physical

Properties Table 3 Estimated Groundwater Use in Joe Rich West Table 4 Net Groundwater Budget for Joe Rich west LIST OF APPENDICES Appendix I Summary of Selected Well Logs for Study Area Appendix II BCMoE Observation Well 115 – Water Level Hydrograph  

 

 

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1.0 INTRODUCTION

Golder Associates Limited (Golder) is pleased to provide this report which outlines the results of a preliminary hydrogeological assessment for the Joe Rich Rural Area, located within Electoral Area I of the Regional District of Central Okanagan (RDCO) to the east of Kelowna, British Columbia. This work has been completed as outlined in a proposal to the RDCO submitted October 10, 2007. Authorization to proceed with this work was provided by Mr. Hilary Hettinga, P. Eng., Director of Engineering Services for RDCO, via email on January 25, 2008.

It is our understanding that there is public interest in further development within the Joe Rich Rural Area, which is located within Electoral Area I of the RDCO. As such, there are associated concerns regarding the ability of the area’s finite groundwater resource to meet increased water demand resulting from densification (subdivision) of land. The purpose of this report is to provide a preliminary hydrogeological assessment to assist in understanding the current state of groundwater resources in the Study Area.

The area of interest for this study, hereafter referred to as the “Study Area”, lies within the Joe Rich Rural Land Use Bylaw Boundary, the extent of which is shown on Figure 1. Specific development areas within the Joe Rich Rural Area boundary are identified for the purposes of this report as follows:

• Goudie Road and Sun Valley Road: This area of current development extends to the north of Highway 33, between the outlet of Daves Creek (to the west) and Cardinal Creek (to the east). This area is referred to as “West Joe Rich” in this report.

• Philpott Road, Three Forks Road and Highway 33: Current development along these roads is focused in proximity to Belgo Creek, Mission Creek, and Joe Rich Creek, respectively. This area is referred to as “East Joe Rich” in this report.

This report presents an overview of the scope of work for the project, develops conceptual hydrogeological models for the West and East Joe Rich areas identified above, outlines information obtained regarding groundwater use and potential water demand in the Study Area, presents preliminary conclusions regarding water resources in the Study Area and provides some preliminary recommendations as well as action items regarding sustainable water resource management in the Study Area.

The format and structure of the report are not typical for a wide-area groundwater development potential study. Considerable additional effort has been afforded to describing the relationships between climate, surface water and groundwater, along with

 

 

 

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potential impacts which could result from continued property development in the area. With sustainability in mind, a more global objective of this report is to educate planners, engineers and decision makers. Specific reference is made to conditions in the Joe Rich Rural Area; however, common principles which can be applied to any rural subdivision area in the Okanagan are presented.

In addition to this report, this assignment included a formal presentation which is to occur on April 10, 2008, to the RDCO with representation from the planning and engineering services departments, elected area directors and the Governance and Services Committee.

2.0 ACKNOWLEDGEMENTS

This assignment is being completed concurrently with several other regional scale groundwater initiatives that Golder is currently participating in and as such, the considerable amount of additional resources made available have added substantial value to this report.

Of significant relevance in this regard, is the participation in this study by Ms. Laurie Neilsen-Welch, currently sponsored by Golder under the National Research Council of Canada (NSERC) Industrial Post-Graduate scholarship/partnering program. Ms. Neilson-Welch is currently completing doctoral research in hydrogeology, focused in the Okanagan Valley.

Furthermore, Golder is currently completing a detailed basin-wide groundwater balance study for the entire Okanagan Basin for the Okanagan Basin Water Board. The study is being undertaken with technical support from the British Columbia Ministry of Environment (BCMoE), Geological Survey of Canada (GSC) and Environment Canada (ENCAN), which has resulted in access to additional data.

3.0 SCOPE OF WORK AND METHODOLOGY

The scope of work for this project was outlined in a proposal submitted to RDCO dated October 10, 2007. The overall purpose of the work is to conduct a preliminary hydrogeological investigation, based on readily available sources of information, focusing on the developed areas within Joe Rich. This preliminary hydrogeological investigation is intended to:

1. provide an overview of interpreted hydrogeological conditions for the area;

2. illustrate data gaps or uncertainties related to the hydrogeological conditions for the area;

 

 

 

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3. represent a first step toward understanding the potential limitations which influence sustainable development of water resources in the Joe Rich Rural Area; and,

4. provide direction for future, more detailed, hydrogeological investigation for the assessment of future development potential

The methodology used in completing the work is summarized as follows:

• Identify and review readily available geological, topographical, and other relevant maps, water well data, and hydrogeological reports.

• Compile information to develop a preliminary conceptual hydrogeological model for the Study Area.

• Obtain readily available information regarding groundwater use in the developed areas.

• Prepare a report summarizing the information obtained and providing preliminary conclusions and recommendations.

• Prepare a presentation to relate results of the work to representatives from the local electoral area and the RDCO staff.

Field investigation and/or interviews with individual well owners or residents of the area were not part of the scope of work for this project. In addition, an assessment or review of groundwater quality was not completed.

4.0 BACKGROUND

4.1 An Overview of the Hydrologic-Hydrogeologic Cycle

In water resource assessments, it is important to understand how surface water and groundwater systems are connected; as the extraction of any form of water may affect the availability of water resources at other locations. This point is illustrated by the diagram in Figure 2, which shows the hydrologic-hydrogeologic cycle (often referred to as the Hydrologic Cycle).

The main components of the hydrologic-hydrogeologic cycle can be described as follows:

 

 

 

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Precipitation falling on the ground surface may evaporate, be used by vegetation, form surface water run-off (creeks, streams, lakes), or infiltrate the ground surface to recharge groundwater/aquifers.

Surface water within creeks, streams, and lakes may flow to larger surface water bodies or infiltrate through the bottom of the stream/lake to the groundwater/aquifer system beneath. Surface water bodies are also affected by evaporation.

Groundwater within the aquifers migrates through the subsurface and may discharge to surface water bodies (creeks, streams, lakes) or neighbouring aquifer systems. Groundwater near the ground surface may be affected by evaporation and/or used by vegetation (transpiration).

The hydrologic-hydrogeologic cycle illustrates the “interconnectedness” of surface water and groundwater and the interconnectedness of water within aquifer systems. Extraction of water at one location within the hydrologic-hydrogeologic cycle may affect water at other locations. For example, in an area where ground water resources are extracted by domestic wells, the pumping of one well can influence water levels in other nearby wells, or surface water systems. Conflicts can arise when influences of water extraction affect the availability or quality of water for other users, including domestic users and aquatic ecosystems (surface water ecosystems).

The degree of impact of groundwater extraction on surrounding water resources is dependent on many factors including aquifer recharge rates, type of aquifer geological material, the direction of groundwater flow, the slope of the water table (groundwater flow gradient), seasonal variability in climate (precipitation, evaporation), water extraction rate, and other factors. It should also be noted that influences of extraction on groundwater levels can be additive and compounded by many water extraction points in close proximity.

Further background information regarding the hydrologic-hydrogeologic cycle, general facts about groundwater, and sustainable groundwater use can be referenced in the following publication available on-line.

Alley, et al., (1999) Sustainability of Ground-Water Resources, United States Geological Survey (USGS) Circular 1186. http://pubs.usgs.gov/circ/circ1186/

 

 

 

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4.2 Characteristics of Unconsolidated and Fractured Bedrock Aquifers

The Okanagan Basin contains both unconsolidated and bedrock aquifer types. Unconsolidated aquifers typically consist of various mixtures of sand, gravel, cobbles, silt, and/or clay sediments. Unconsolidated aquifers may be confined (i.e., lie beneath beds of lower permeability sediments such as clay or silt), or unconfined. Typically, unconsolidated aquifers in the Okanagan Basin are located in the main Okanagan Valley, along creek/stream gullies. Groundwater within unconsolidated aquifers exists in the pore space between the sediment grains and can migrate through the aquifer because the pores are connected.

Bedrock aquifers are zones within solid rock (i.e., granite) where fractures in the rock are filled with water. Bedrock aquifers dominate the highland areas of the Okanagan Basin, but may also be present beneath unconsolidated deposits in lower elevation areas. Groundwater in bedrock aquifers resides in the cracks within the rock (fractures) and may migrate through the aquifer where the fractures are connected. Groundwater migration through fractured bedrock, however, may be significantly limited if the fracture zones are isolated (i.e., not connected to other fractures).

Unconsolidated and bedrock aquifers respond differently to groundwater pumping. In an unconsolidated aquifer that is subjected to pumping, pumping rates are sustained by subsurface migration of water through the interconnected porespaces within the aquifer; drawing water radially toward the well from surrounding aquifer materials. Consistent long-term pumping rates (i.e., when the well is not pumped dry) may be achieved when the aquifer can (through radial flow to the well) supply water at a rate equal to the pumping rate.

Achievable long-term groundwater pumping rates in bedrock aquifers are, like unconsolidated aquifers, dependent on the ability of the aquifer to supply water to a well or open bore at a rate equal to the pumping rate. The hydraulic connection between fractures governs the response of the bedrock aquifer to pumping. Groundwater supply to a well within an isolated fracture zone may be limited to the volume of water stored within the fractures intersected by the well. In this case, groundwater pumped is said to be obtained from “aquifer storage”. Groundwater flow to a well within a fractured rock aquifer may occur approximately radially toward the well or may exhibit an irregular flow pattern (determined by the location and orientation of the fractures).

Seasonal effects due to the variability in precipitation can also influence potential pumping rates for a well within a given aquifer. Seasonal influences on water levels in wells within unconsolidated and bedrock aquifers have been documented by the BCMoE’s Observation Well Network. Groundwater levels in unconfined unconsolidated aquifers are significantly affected by seasonal variation in precipitation (i.e., because they

 

 

 

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are typically the “direct recipients” of surface infiltration). Water levels in bedrock aquifers have also been shown to vary significantly due to the seasonal variability of precipitation. BCMoE Observation Well 115, a well drilled into a bedrock aquifer approximately 18 km to the Northeast of the centre of the Study Area, exhibits a seasonal fluctuation on the order of 7 m.

4.3 Sustainable Use of Water Resources

Concepts related to the sustainable use of groundwater resources are outlined in Alley, et al., (1999). In general, this US Geological Survey report suggests, as previously eluded to in Section 3.1 of this report, that the sustainable extraction of groundwater requires consideration of effects on all components of the hydrologic-hydrogeologic cycle.

Alley, et al., (1999) indicate that the definition of sustainable groundwater use requires the region-specific identification of “unacceptable consequences”. Unacceptable consequences may be related to social, economic, ecological/environmental, or other factors. The article also stresses adopting a “long-term perspective” in developing a sustainable water resources management plan. As such, defining “sustainable water extraction” is dependent on a number of local factors and area-specific constraints, with consideration of long-term changes to the system, such as climate change, demand increase due to population growth and long-term effects of water level drawdown between adjacent wells.

Alley et al., (1999) state that it is often assumed that groundwater extraction is safe as long as it does not exceed the rate of natural recharge. The authors caution however that, although understanding the rate of natural recharge provides a preliminary indication of the rate at which groundwater resources are replenished, actual sustainable withdrawals will be lower than recharge rates due to a number of complex factors. The main factor relates to the fact that water resources development changes the natural flow patterns (i.e., water “redistribution”) within a system, even if extraction rates are less than recharge rates.

5.0 PRELIMINARY HYDROGEOLOGICAL ASSESSMENT

5.1 Overview

Golder reviewed information available from the BCMoE water well database (WELLS), and the on-line graphical interface, the Water Resources Atlas (WRA). The WRA also provides topographical, geological and surface water information. It is important to note that the information provided by the WRA is based on historical records that have not been verified. Typically, well locations are established based on a sketch provided by the driller or simply by locating the well in the center of a legal parcel on a map. Moreover,

 

 

 

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well yields are typically based on a short duration bail or air lift test (at most 1 to 2 hours long) completed at the time of drilling. Therefore, information contained in this database may be incomplete and may contain inaccuracies, especially with regards to reported well locations and well yield.

A summary of basic information downloaded from the WRA for selected borehole logs available for the Study Area is provided in Appendix I.

According to the WRA, there are two main aquifers in the Study Area, described as follows and shown in Figure 3:

Aquifer 473 is characterized as a bedrock aquifer and inferred to extend across the West Joe Rich Area.

Aquifer 461 is a confined unconsolidated aquifer in the Mission Creek Valley (within Belgo Creek and Joe Rich Creek valleys).

It is noted that the BCMoE aquifer classification system and the resultant mapping on the WRA are very basic in nature and provide information regarding aquifer type and extent only. Furthermore, the WELLS database provides information for available well log records regarding approximate depth to water, total depth of completion, approximate yield, and lithology, as provided by driller’s logs which are voluntarily submitted. These two systems allow for the delineation of aquifers based solely on areas where known wells exist and where groundwater use has been documented, whereas groundwater is ubiquitous in the subsurface.

In order to provide additional details to augment the aquifer characterization work completed by the BCMoE, the following information sources were reviewed:

RDCO in-house subdivision files, specifically borehole log records and pumping tests completed in support of applications for subdivision;

BC Bedrock Geology Map (Ministry of Energy, Mines and Petroleum Resources, 2005) – to identify bedrock types;

BC Surficial Geology Maps (reviewed on BC Water Resources Atlas) – to obtain surficial materials information; and,

Google Earth (Google Earth, 2008) – to visualize topography and drainage.

 

 

 

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5.2 Aquifer Geology and Hydrostratigraphy

Figure 3 shows the extent of the aquifers in the Study Area characterized by BCMoE, as well as additional aquifers delineated for the purposes of this Study. Figure 4 is a plan which shows the locations of the approximately 350 water wells known to exist in the Study Area, based on information from the WRA.

Using well log information, two cross-sections of subsurface geology in the Joe Rich West Area were prepared. Figure 5 is a generalized section of the interpreted subsurface stratigraphy oriented in an east-west direction. Figure 6 is a cross section oriented in a north-south direction. Based on an interpretation of the geology shown in the sections, it is apparent that unconsolidated aquifers exist 1) along and to the west of Daves Creek, as well as along Cardinal Creek. Otherwise, only minor (isolated) areas of shallow groundwater above bedrock exist. The dominant aquifer in the area, in terms of spatial extent, is in bedrock.

Details regarding specific aquifers are provided in the following sections.

5.2.1 West Joe Rich Aquifer Systems

Four distinct aquifer (water-bearing) units have been identified in this area based on the available information:

BCMoE Aquifer 473 – Bedrock Aquifer: This aquifer extends throughout the Study Area and to the north approximately 9 km, encompassing most of the Daves Creek catchment and the western portion of the Cardinal Creek catchment. The BC Bedrock Geology Map indicates the aquifer is comprised predominantly of metamorphic rocks with two small zones of volcanic rock near the northwestern and central-eastern boundaries. Available well logs indicate that at many locations, the bedrock aquifer is “capped” near the ground surface by unconsolidated till deposits (i.e., sand, gravel, cobbles, clay).

The aquifer is inferred to contain two identifiable fracture zones which contain/produce groundwater, characterized as follows:

A relatively shallow fracture zone is indicated at an approximate depth range of 30 to 85 meters below ground surface (mbgs). Water levels observed in wells drilled within the inferred shallow fracture zone appear to mimic local topography. Groundwater within this shallow fractured zone may be in hydraulic communication with the unconsolidated aquifers associated with Daves Creek and Cardinal Creek gullies.

 

 

 

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A number of deeper boreholes in the Study Area indicate a second, and possibly distinct, deeper fracture zone exists at depths ranging from approximately 85 to 140 mbgs. Reported water levels for these deeper boreholes indicate a fairly uniform piezometric surface sloping to the south (i.e., towards Highway 33 and Mission Creek). Thus, the direction and gradient of groundwater flow indicated by wells drilled across the deeper fracture zone is inferred to mimic topography at a regional scale.

BCMoE Aquifer 461 – Mission Creek Valley: This aquifer, which is characterized by BCMoE to be an unconsolidated confined aquifer (confined by a lower permeability till material containing clay, gravel, and boulders), extends along the southern boundary of the West Joe Rich area and is mainly comprised of sands and gravels.

The depth to water in this aquifer is variable, ranging from approximately 10 to 50 mbgs. The aquifer is inferred to be in hydraulic communication with Mission Creek.

Daves Creek Unconsolidated Aquifer: This aquifer unit consists of unconsolidated materials, mainly sand, gravel, and/or cobbles, and is identified as “till” on some well logs. This unconsolidated material has been interpreted to extend from Highway 33, up the Daves Creek gully, to the headwaters of Daves Creek.

The thickness of this aquifer is greater than 65 m (west of Daves Creek) and the aquifer thins to the east (overlying bedrock aquifer 473) to where the bedrock outcrops at the ground surface. The approximate depth to water within this aquifer is variable from approximately 10 to 20 m below ground (based on selected well logs). Water levels within this aquifer are inferred to mimic local topography, and this aquifer appears to be in hydraulic connection with surface water in Daves Creek.

Cardinal Creek Unconsolidated Aquifer: This aquifer unit is inferred to be comprised of sand, gravel, and cobbles, extending in a narrow strip up the Cardinal Creek Gully. The aquifer is inferred to “pinch out” near the headwaters of Cardinal Creek. The thickness of this aquifer is inferred based on a limited number of well logs (two), to be as much as 20 m, and the aquifer overlies bedrock Aquifer 473. The approximate average depth to water within this aquifer is unconfirmed (one well log indicated a depth to water of 13 m). Groundwater within this aquifer is inferred to be in hydraulic communication with surface water which may be intermittently present in Cardinal Creek.

5.2.2 East Joe Rich Aquifer Systems

Two distinct aquifer units have been identified in this area based on the available information.

 

 

 

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BCMoE Aquifer 461 – Mission Creek Valley: This aquifer extends up the Mission, Belgo, and Joe Rich creek valleys. As indicated previously, this aquifer is characterized by the BCMoE as a sand and gravel aquifer confined by till. Water well records for the East Joe Rich area indicate water levels are variable, up to 30 mbgs and more.

Bedrock aquifer beyond the limits of Aquifer 461: The information available from the WRA indicates that some wells exist at locations outside of the assigned footprint area of Aquifer 461 (see Figure 4). For the purposes of this report, it is assumed that a fractured bedrock aquifer is dominant in these areas and that the aquifer is an extension of Aquifer 473.

5.3 Inferred Groundwater Flow Systems

There is insufficient water level information available to accurately define groundwater flow direction and hydraulic gradient within the Study Area. However, some inferences are made as described below, based on the assumption that water levels follow a subdued-replica of the surface topography and that groundwater flow is “topographically driven”.

5.3.1 West Joe Rich

Groundwater flow within shallow aquifer systems is inferred to mimic local variations in topography and migrate toward local topographic lows or gullies, such as Daves Creek gully and Cardinal Creek gully. Groundwater within deeper aquifer systems is inferred to migrate with the regional topographic slope (i.e., to the south, towards Mission Creek).

For the West Joe Rich area, specific inferences regarding the groundwater flow regime are provided below:

Groundwater infiltrating the Daves Creek unconsolidated aquifer near the headwaters of Daves Creek may migrate to the south, towards Daves Creek gully.

Groundwater infiltrating the shallow fracture zone in Aquifer 473 (in bedrock within the West Joe Rich area) may, at some locations, migrate laterally to the aquifers associated with the Daves Creek and Cardinal Creek gullies.

Groundwater in aquifers in proximity to Daves Creek or Cardinal Creek may discharge to, or be recharged from, creek surface water.

Groundwater infiltrating the shallower aquifers may, at some locations, migrate vertically downward, to the deeper fracture zone within the bedrock aquifer.

 

 

 

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Groundwater within the deeper fracture zone of the bedrock aquifer may migrate to the south to Mission Creek (Aquifer 461).

5.3.2 East Joe Rich

Recharge to the unconsolidated aquifer in the Belgo Creek, Joe Rich Creek, and Mission Creek valleys is inferred to be a combination of recharge due to infiltration of precipitation and recharge from adjacent aquifers along the flanks of each valley (recharged initially due to infiltration of precipitation in upland areas). Thus, it is inferred that, at the regional scale, groundwater flows through the higher elevation areas surrounding each valley towards the valley bottom. Groundwater flow through the aquifer system in the valley bottom may continue toward (and discharge to) the creek occupying the valley bottom, or migrate longitudinally in the direction of stream flow.

Local influences in the groundwater flow system in the East Joe Rich area may be due to local variability in topography and/or local surface water bodies.

5.4 Hydraulic Properties

Knowledge of aquifer properties such as hydraulic conductivity and transmissivity, as well as hydraulic gradient, are necessary to determine rates of groundwater flow in an aquifer, which along with aquifer thickness and physical boundaries (footprint area) influence potential, or cumulative aquifer yield. As previously stated, there is limited data available regarding aquifer properties for any of the bedrock and unconsolidated aquifers associated with the Daves Creek and Cardinal Creek gullies. Of particular note in this regard, is the lack of detailed information in RDCO files regarding pumping tests and the required analysis for appropriately determining well yield and aquifer properties, which are inferred informational requirements under RDCO Bylaw No. 704, Schedule C.5 (Design and Construction of Water Systems). The need for increased due diligence on the part of RDCO with regards to well testing and retention of data for aquifer studies is presented in Section 7.0.

A preliminary estimate of transmissivity for Aquifer 462 has been derived by BCMoE based on hydraulic response (slug) testing undertaken at BCMoE Observation Well 115, located 18 km to the east of the center of the Study Area (BCMoE, 2007). The reported value is in the range of 1 x 10-3 m2/s to 1 x 10-2 m2/s. However, it is suggested that the calculated transmissivity is marginally high, since the testing was of short duration and therefore potentially not representative of a bulk value for the aquifer. Typically, for fractured bedrock systems, transmissivity is expected to range between 1 x 10-6 m2/s to 1 x 10-3 m2/s, as a function of rock type, intensity of fracturing present and the inter-connectivity of the fractures. For unconsolidated aquifer systems, transmissivity can be two or three orders of magnitude higher.

 

 

 

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Formal pumping tests, including measurements of water level drawdown in both the well being pumped and in a nearby observation well (not being pumped) are required to calculated aquifer storage characteristics. To our knowledge, there are no such tests and subsequent analyses that have been completed to determine storage coefficients for wells in the Study Area. Based on a literature search (Freeze and Cherry, 1979), typical storage coefficients for unconsolidated systems range from 0.1 (dimensionless) for unconfined, to 0.0001 for confined aquifers. Storage coefficients for bedrock aquifer systems are two to four orders of magnitude lower.

The several orders of magnitude of variability that exists for storage coefficient values in differing geological material (i.e., unconsolidated versus bedrock) can be directly related to the significant difference in the capacity for water to be stored. Relatively speaking, bedrock systems have very low capacity to store water as compared to unconsolidated systems, as the majority of the bedrock is comprised of massive rock, with very little volume occupied by fractures. For this reason, wells completed in bedrock are typically low yielding and are susceptible to significant seasonal fluctuations in available drawdown.

5.5 Annual Fluctuations in Water Levels

A hydrograph showing the seasonal water level fluctuation in BCMoE Observation Well 115 is presented in Appendix II. This observation well has been monitored since 1973 and is inferred to be completed in an extension of bedrock Aquifer 461. The location of the well is for the most part, up-gradient of current land development in the Mission Creek Catchment and therefore deemed unaffected by groundwater withdrawals. The hydrograph shows an average annual fluctuation in water level of 6 m to 7 m for the period up to 1999, with a marginal increase to 8 m apparent to the end of the reporting period in 2001. The magnitude of the annual fluctuation is typical of seasonal trends observed for many bedrock aquifer systems in the upland areas of the Okanagan Basin. In consideration of the proximity of the observation well to the Study Area and that the well is completed in the same aquifer, a seasonal fluctuation of greater magnitude than 8 m and/or a sustained trend of decline in water levels may be indicative of climate change or wide-scale over-pumping in the aquifer system.

6.0 GROUNDWATER BALANCE FOR STUDY AREA

A water balance has been undertaken for aquifers in the Joe Rich West Area as a preliminary indication of the availability of regional groundwater resources. The resulting water balance, specifically the relative proportion of groundwater recharge and extraction in bedrock, is subsequently applied to a water balance for the remainder of the Study Area, which is dominated by bedrock.

 

 

 

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6.1 Estimate of Annual Groundwater Recharge

As discussed in Section 3.3, based on Alley et al. (1999), understanding the rate of natural recharge provides a preliminary indication of the rate at which groundwater resources are replenished, although actual sustainable groundwater extraction rates will be less than estimated recharge rates due to the effects of water use.

The calculations presented represent spatially averaged values, and thus do not reflect local variability in recharge which is anticipated to be significant (based on high slope variability and geological variability across the Study Area).

Preliminary estimates of regional recharge can be determined using two approximation techniques including 1) a catchment water balance approach, and 2) a groundwater flux approach. Calculations using these approaches are subsequently reconciled to derive a reasonable best estimate of groundwater recharge. Based on the information available, there is exceptionally good agreement between the results generated by the two estimation methods, as indicated values that are within a half order of magnitude or less.

Additional contributions to recharge by irrigation return flow and domestic sewage disposal to ground are assumed to be neutral, as local groundwater and surface water extraction would be the source water being re-circulated.

A detailed description of each method and the resultant calculations are presented in the following sections.

6.1.1 Catchment Water Balance Approach

Precipitation falling within the Study Area will generally partition to surface water run-off (i.e., creek discharge), evaporation, transpiration by plants, and recharge to groundwater. A basic water balance approach to estimating recharge requires knowledge of precipitation rates, catchment areas, surface water run-off volumes, and evapo-transpiration rates. Groundwater discharge provides the baseflow to streams and creeks and may be the only source of flow during the drier (and coldest) periods of the year. Potential recharge can then be estimated by subtracting baseflow and evapo-transpiration from precipitation over a catchment area.

 

 

 

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The water balance is expressed in the equation:

P = RO + Et + RGW

Where:

P = total precipitation

Et = evaporation and transpiration

RO = surface runoff

RGW = groundwater recharge

Estimates of groundwater recharge using the catchment water balance approach were possible for the Study Area using the Daves, Belgo, and Joe Rich creek catchment areas, where Environment Canada Hydrometric (stream flow) stations exist. The available water balance data, assumptions applied and calculations to estimate potential annual recharge are summarized in Table 1.

While these calculations are preliminary in nature, they are useful in the context of identifying the potential for occurrence of a groundwater deficit within the Study Area. The calculations are not intended to provide guidance or a basis for determining well extraction rates, well locations, well density, lot size, or other infrastructure requirements.

As noted in Table 1, the net recharge to groundwater in the Study Area is between 10 and 12 percent. This recharge is subsequently partitioned between unconsolidated and bedrock aquifer systems. The estimated total annual recharge to the unconsolidated aquifer system in the area of Daves Creek is 1.66 x 106 m3/yr, whereas the recharge to the bedrock aquifer system is 1.84 x 105 m3/yr. Similarly, an approximate order of magnitude difference exists between recharge to unconsolidated versus bedrock aquifer systems in the Joe Rich Creek and Belgo Creek areas.

Evapo-transpiration (Et) is variable due to a number of factors and as such, the value used in the water balance estimates completed for this study is based on a basin-wide estimate of 75 percent provided in the 1974 Okanagan Basin Water Management Plan (BCMoE, 1974). The 1974 estimate did not partition the total Et into major sub-components including evaporation, transpiration and groundwater recharge. Therefore, for the purposes of this study, the Et used ranges between 60 and 65 percent and the residual 10 to 15 percent has been allocated to groundwater recharge. For comparative purposes, another similarly-detailed study completed in the Kootenay Region of British Columbia derived an estimate for Et in the range of 48 to 66 percent (Klohn-Crippen, 2005).

 

 

 

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6.1.2 Groundwater Flux Approach

This approach estimates the flow across an aquifer system based on Darcy’s Law, on the premise that the volume of flow required to sustain the water level in the aquifer represents the annual recharge. Darcy’s Law is dependent on several aquifer characteristics, including hydraulic conductivity, aquifer width and thickness, and the hydraulic gradient. As limited site-specific data were available to quantify many of the required parameters, calculations using this approach have been completed using representative literature values for hydraulic conductivity/transmissivity. Gradients are estimated for aquifers based on the assumption that the groundwater gradient is approximately equal to the regional topographical slope.

Table 2 presents estimates of flow, based on physical properties, for aquifers located in the Joe Rich West Area. The estimated annual recharge to the unconsolidated aquifer system in the Daves Creek area is approximately 3.7 x 106 m3/yr. The recharge to the bedrock aquifer is estimated to be 1.3 x 105 m3/yr.

6.2 Estimate of Groundwater Extraction

Without local metering, or an accurate account depiction of how many water wells are in use in the Study Area, it is difficult to quantify the total annual groundwater extraction for all wells. However, a preliminary approximation of the annual extraction rate was estimated using two different methods based on the assumption that the main source of groundwater extraction is residential use. There is some agricultural activity in the area which requires irrigation and stock watering. However, these activities are reportedly supplied water by surface water licenses along Prather Creek and Daves Creek.

The following outlines the two methods used in developing estimates of groundwater extraction:

1. An estimate was calculated based on the average water use for the estimated number of households in the Study Area

2. An estimate was calculated based on the estimated well yields recorded on available well records in the area.

The first method listed is based on average water use, which was calculated based on the estimated population of the Joe Rich West Area. The population was estimated based on the average number of persons per household in Canada (2.6) (Statistics Canada, 2001) and the number of lots (200) extrapolated from a review of legal maps included in the Joe Rich Rural Land Use Bylaw. A further distinction was made between lots positioned within the footprint area of either the unconsolidated aquifer (estimated to be 50) or

 

 

 

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bedrock aquifer (residual of 150) in the area (Daves Creek catchment). Therefore, multiplying the number of persons by the average residential water use per person, 335 L/person/day, the average annual water use in the Joe Rich West Area was estimated to be 90,000 m3/y.

Another method of estimating groundwater use is based on the RDCO Subdivision and Development Servicing Bylaw No. 704, Schedule C.5 – Design and Construction of Water Systems, which requires that, “All wells must be capable of delivering water at a rate of not less than 20 L/min per well over a one hour period to a minimum of 2300 L/day per dwelling unit”.

Based on the bylaw requirements, daily water usage per well can be estimated at 2300 L (2.3 m3/day), which corresponds to an average rate of 840 m3/year. Multiplying the number of lots in each aquifer by the yearly residential household requirement, the average annual water use in the Study Area was estimated to be 42,000 m3/y in the unconsolidated aquifer system and 125,000 m3/y in the bedrock aquifer system.

Based on information available in the WRA, the median reported yield for wells in the Study Area was estimated to be in the order of 0.065 L/s (1 USgpm) for wells in bedrock and 0.3 L/s (4.8 USgpm) for wells completed in unconsolidated aquifers. Using theses average reported yields and assuming that each of the wells is pumped at this yield for 4 hours per day, the total groundwater extraction rate for the Joe Rich West Area would be between 63,500 m3/yr and 168,000 m3/yr.

A summary of the estimation methods and results for groundwater use in the Joe Rich West is presented in Table 3.

6.3 Net Groundwater Budget

The net groundwater budget for the Joe Rich West Area is presented in Table 4.

The estimated total groundwater withdrawal in bedrock, which vas conservatively estimated at 126,000 m3/yr, indicates that withdrawals exceed annual recharge and that groundwater in this system is already over-utilized. The non-conservative estimate is 48,000 m3/yr, which suggests that approximately 40 % of the groundwater in this aquifer is being exploited.

Total estimated withdrawal from the unconsolidated aquifer is estimated to be in the order of 16,000 m3/yr to 80,000 m3/yr, which is less than 10 percent of the flow in this system.

 

 

 

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Given that the number of domestic water wells in the area is uncertain and that groundwater use is based on potential demand (not verified by metering), the above estimate of domestic groundwater extraction from the bedrock aquifer system is considered to be conservative and possibly under-estimated by as much as 10 to 20 percent. Furthermore, it is conceivable that some of the larger land holdings, specifically in the Joe Rich West Area, may be using groundwater for irrigation or stock watering and that any wells used for this purpose would be completed in the unconsolidated aquifer system to take advantage of the higher available yields. Such groundwater use does not currently require licensing from the Province of BC, nor is information on such wells captured by RDCO. It is therefore assumed that the amount of groundwater use in the unconsolidated aquifers is also under-estimated by between 10 and 20 percent.

7.0 SUSTAINABILITY GROUNDWATER MANAGEMENT

7.1 Preamble

Groundwater systems used for rural water supply are generally relatively shallow and flow in these systems generally follows the lay of the land. Recharge to these systems is primarily via infiltration of precipitation and snow melt at higher elevations and discharge from these systems occurs into rivers and lakes at lower elevations. The total volume of the resource is finite, subject to seasonal and long-term trends in climate.

Historically land development in the Interior of British Columbia has occurred in lower elevation areas, in close proximity to rivers, lakes and roads, where unconsolidated aquifers exist. With increased growth, land development has progressed laterally away from the base of valleys, upwards into the higher elevation, bedrock-dominated areas of catchments, often where both surface and ground water appear to be more abundant. The fundamental difficulty with extraction at increasingly-higher elevations in catchments is that the cumulative volume of withdrawal can reduce the volume of the resource available to historical users within the lower extremity of the catchment.

With specific reference to the Joe Rich West Area, the net groundwater budget indicates that extractions of groundwater in bedrock have approached the total capacity of the bedrock aquifer. Continued development in the upper limits of the Daves Creek Catchment is expected to exacerbate the deficit and create more problems for existing groundwater users in lower elevation areas.

For the unconsolidated aquifer, calculations indicate that between 10 and 20 percent of the total annual flow in the aquifer is being utilized. Initially, this rate of groundwater extraction does not appear to be an issue; however the interaction between the unconsolidated aquifer and the flow in Daves Creek needs to be considered. During the

 

 

 

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winter low flow period, the baseflow in the creek is maintained by water released from the unconsolidated aquifer and the depth of water in the creek during this period is less than 1 m to 2 m. The corresponding thickness of the unconsolidated aquifer in the immediate area of Daves Creek is between 10 m and 15 m. If, due to increased withdrawals from the unconfined aquifer, the water level in the aquifer was to drop by 1 m to 2 m, the contributions to the baseflow would no longer occur. It is in this context, that the principle of Ecological Base Flow (EBF) is introduced. EBF is typically defined as the threshold streamflow value, below which a component of the aquatic ecosystem is believed to be under increased stress. At this point, investigation into what the EBF might be for Daves Creek is beyond the scope of this Study. Ultimately, EBF should be determined for all of the major tributaries to Mission Creek and the results of these investigations taken into consideration in developing groundwater budgets for the area.

7.2 Water Budgets for Other Locales in the Joe Rich Rural Area

The scope of this study did not allow for a similarly-detailed water balance analysis for other areas of Joe Rich, however some generalizations can be made. For example, it can be inferred that approximately 10 percent of total precipitation is expected to recharge bedrock aquifer systems within the catchment of Mission Creek. Significant tributaries to Mission Creek, including (among others) Belgo, Cardinal and Joe Rich creeks, are expected to have unconsolidated aquifers associated with their respective stream channels and these aquifers will be the thickest at points where these creeks confluence with Mission Creek. Conversely, the thickness and lateral extent of these shallow aquifers will “pinch out” in the upper reaches of these smaller catchments. Consideration should be given to establishing water budgets for both unconsolidated and bedrock aquifers in each of these tributary catchments, using a similar methodology to that used in this Study.

7.3 Framework for Groundwater Management

Our understanding is that local government has limited influence in the management of surface water resources in the Province of British Columbia and that input on surface water licensing is provided to the BCMoE Water Stewardship Division as stakeholder feedback, often related to the preservation of aquatic habitat. Conversely, although licensing of groundwater is not done in British Columbia, local government has considerably more influence on groundwater withdrawals through local subdivision by-laws related to rural infrastructure development.

As part of this assignment, a basic review of RDCO Subdivision and Development Servicing Bylaw No. 704 was completed, with regard to the level of detail required for hydrogeological investigations and reporting. As a general comment, Bylaw 704 does not sufficiently allow for the determination of hydrogeological parameters, nor does it look at wider-area issues such as mutual well interference or sustainability of withdrawals

 

 

 

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in a given groundwater catchment area. For example, the required 24 hour pumping test, commencing at a higher pumping rate for 4 hours, followed by a lower pumping rate for the duration of the test, does not produce data that allows for the determination of aquifer or well characteristics. It is also noted that there is no provision for monitoring recovery and addressing the possible influence of slow recovery on well yield in the current bylaw. Recovery of the well after pumping is very important for wells in bedrock aquifer systems.

With regards to mutual well interference and potential off-site impacts, well interference can occur when the groundwater level drawdown created by the pumping of one well affects the water level and in turn the yield of another nearby well. Mutual Well interference may occur even at pumping rates that are inferred to be “sustainable”, as most pumping tests on domestic water wells are not analyzed with due consideration given to well interference.

The potential for well interference increases with increasing proximity of wells, increasing spatial density of wells, and increasing pumping rates, and higher spatial/temporal variability of recharge. Well interference will also be influenced by the relative location of wells (i.e., a well placed up-gradient from another well may extract water needed to sustain the down-gradient well yield). Hydraulic properties of the aquifer and the groundwater flow system also affect the potential for well interference.

It is our understanding that there is currently no vehicle for residents in the area to formally report water use conflicts. As such, any current well interference issues cannot be documented in this report. However, increases in lot density, which would result in more wells spaced in closer proximity, or higher pumping rates, which may result from further subdivision/development, could increase the potential for well interference.

Considerable improvements to Bylaw 704 should be considered. In addition to some modification of Bylaw 704, consideration should be given to implementing the concept of EBF and requiring that groundwater balance studies consider potential interactions with surface water flow.

8.0 CONCLUSIONS

Based on the available information, a general statement can be made that current groundwater extraction in the Joe Rich West Area is very close to, or has exceeded, the sustainable the capacity of the aquifers in the area. Until more detailed studies are completed, additional groundwater development in Joe Rich West is not recommended. By extension, further study is required in other areas of the Mission Creek Catchment,

 

 

 

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specifically those areas where existing development relies on groundwater sourced in bedrock.

Additional conclusions of this study are as follows:

Approximately 10 percent of total precipitation in the area recharges groundwater. Of this total, approximately 90 percent reports to unconsolidated aquifer systems and 10 percent to bedrock aquifer systems.

Groundwater withdrawals in bedrock in the Joe Rich West Area (Daves Creek) are estimated to be as much as 126,000 m3/yr, which exceeds the estimated annual recharge to bedrock in the area.

Continued development in the upper limits of the Daves Creek Catchment is expected to exacerbate the groundwater deficit in the area and create more problems for existing groundwater users in lower elevation areas that have historically relied on the resource.

Groundwater withdrawals in the unconsolidated aquifer in the Joe Rich West Area are estimated to be between 10 and 20 percent of the total annual flow in the aquifer.

The unconsolidated aquifer is the source of winter baseflow for Daves Creek and the Ecological Base Flow (EBF) for the creek needs to be determined before an estimate of sustainable groundwater withdrawals in this aquifer can be determined.

Water level fluctuations in the bedrock aquifer systems in the Study Area are expected to seasonally fluctuate by 7 to 8 m. Any greater fluctuation or sustained downward trend in water levels may indicate over pumping on a large scale or the effects of change in recharge due to climate change or long-term drought.

Significant tributaries to Mission Creek, including (among others) Belgo, Cardinal and Joe Rich creeks, are expected to have unconsolidated aquifers associated with their respective stream channels.

Bedrock aquifer systems are expected to exist throughout the entire Study Area, although the amount of water available at any given location is expected to be highly variable, as a function of rock type and the presence and extent of water-bearing fractures.

 

 

 

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The current RDCO Bylaw 704, does not adequately provide for the level of hydrogeological characterization, determination of potential for mutual well interference effects and wide-area groundwater sustainability assessment that the groundwater deficit in the areas infers is necessary.

9.0 RECOMMENDATIONS

Based on the conclusions derived from this assignment, Golder presents the following recommendations:

Additional development of the groundwater resource in the Joe Rich West Area (Daves Creek) be discontinued until further studies are completed.

These studies should include more detailed testing and water level measurements in existing wells in the area to better define hydrogeological properties, as well as field surveys to derive better estimates of the total number of wells and annual groundwater extraction occurring.

Construction of additional (not pumped) dedicated water level observation wells at key locations throughout the Study Area.

Consideration given to establishing water budgets for both unconsolidated and bedrock aquifers in each of the tributary catchments to Mission Creek, using a similar methodology to that used in this Study.

Complete Ecological Base Flow (EBF) assessments for all major tributaries to Mission Creek.

Revise RDCO Bylaw 704 to allow for the collection of more detailed hydrogeological information and to allow for the assessment of potential off-site impacts.

Initiate a public education to residents in the Joe Rich Rural Area regarding the sustainability of groundwater use in the area and, through stakeholder feedback, consider implementing conservation measures and a mechanism to resolve water use conflicts.

10.0 LIMITATIONS AND USE OF THIS REPORT

This report was prepared for the exclusive use of the Regional District of Central Okanagan and their representatives and is intended to provide a preliminary assessment

 

 

 

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of the hydrogeological conditions and potential for sustainable groundwater development in the Joe Rich Rural Area. Any use which a third party makes of this report, or any reliance on, or decisions to be made based on it, are the responsibilities of such third parties. Golder accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions taken based on this report.

The assessment of groundwater conditions presented has been made using historical and technical data collected and information from sources noted in the report. The methodologies used to conduct field investigation, to analyze information and for the preparation of this technical report were performed according to current professional standards and practices in the groundwater field.

Golder has relied in good faith on information provided by third parties noted in this report. We accept no responsibility for any deficiency, misstatements or inaccuracies contained in this report as a result of omissions, misinterpretations or fraudulent acts of others. Furthermore, if new information is discovered during future work, including excavations, borings or other studies, regarding surface water and/or groundwater in the Study Area, Golder should be requested to provide amendments as required.

11.0 CLOSURE

We trust that this letter provides you with the information you require at this time. Should you have any questions or require additional information, please do not hesitate to contact the undersigned.

Yours very truly,

GOLDER ASSOCIATES LTD.

Remi Allard, M.Eng., P.Eng. Associate, Senior Hydrogeologist

Jacqueline Foley, M.Sc. Senior Hydrogeologist Encl KF/JF/RA/cfh/tr http://capws/p724193joerichgroundwaterassessment/reports/wp_final/08-1440-0022 (2000) rdco april 2-08.doc

 

 

 

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References

1. Alley, W.M., Reilly, T.E., Franke, O.L. (1999) “Sustainability of Ground-Water

Resources”. U.S. Geological Survey Circular 1186. http://pubs.usgs.gov/circ/circ1186/html/cover.html

2. British Columbia Ministry of Environment (1974) “Main Report of the Consultative

Board, Canada – British Columbia Okanagan Basin Agreement”, Office of the Study Director

3. British Columbia Ministry of Environment (2004) “Groundwater Protection Regulation”, under the BC Water Act. BC Reg 299/2004.

4. BC Ministry of Environment (2007) “North Okanagan Ground Water Characterization And Assessment - Use Of Pumping Tests To Evaluate Transmissive Properties Of Unconsolidated And Bedrock Aquifers In The Northern Okanagan Basin, British Columbia”. (In Draft)

5. BC Ministry of Environment (2008a) Water Licence Web Query, http://a100.gov.bc.ca/pub/wtrwhse/water_licences.input

6. BC Ministry of Environment (2008b) BC Water Resources Atlas.

http://www.env.gov.bc.ca/wsd/data_searches/wrbc/index.html 7. Cohen, S., and Kulkarni, T. (2001) “Water Management & Climate Change in the

Okanagan Basin”, Environment Canada and University of British Columbia. 8. EBA Engineering Consultants Ltd. (2003) “Geotechnical Analysis and

Recommendations, 8 Mile Ranch”, report for Rometsch Enterprises and New Town Planning

9. Environment Canada (2008) Hydronometric and Climate Stations, British Columbia.

http://scitech.pyr.ec.gc.ca/climhydro/mainContent/main_e.asp?province=bc 10. Environment Canada, 2008b. http://www.ec.gc.ca/water/en/info/facts/e_domestic.htm 11. Freeze, R. A., and Cherry, J.A. (1979) Groundwater. Prentice-Hall Inc. 12. Golder Associates Ltd. (2001) “Preliminary Geotechnical Assessment, Gravel Study,

CRC Property Along Highway 33, Kelowna, BC”, report Prepared for CRC Development Ltd of Vancouver, BC

13. Golder Associates Ltd. (2002) “Water License Review and Water Supply Assessment

(First Stage) CRC Development Prather Creek Property, Kelowna, BC”, report prepared for CRC Development Ltd, Vancouver, BC

 

 

 

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14. Golder Associates Ltd. (2004) “Geotechnical Assessment and Opinion Report by

Others Regarding 8 Mile Ranch, East of Kelowna, BC”, report for Black Mountain Irrigation District

15. Golder Associates Ltd. (2005) “Okanagan Water Systems Inventory Project”, report

for BC Ministry of Environment 16. Golder Associates Ltd. (2008) Okanagan Basin Water Board – Phase 2 Water Supply

and Demand Project, Groundwater Study Objectives 2 & 3 (in progress) 17. Hanson, R. (1991) “Evapotranspiration and Droughts”, U.S. Geological Survey Water

Supply Paper 2375, p. 99-104. http://geochange.er.usgs.gov/sw/changes/natural/et/ 18. Klohn-Crippen (2005) “Trail Smelter Wide Area ecological Risk Assessment, 2004

Groundwater/Surface Water Investigation”, report for Teck Cominco Metals Ltd., accessed from BC Contaminated Sites Registry

19. Natural Resources Canada (2008) Okanagan Basin Waterscape, Our Water Cycle

(poster) http://geoscape.nrcan.gc.ca/h2o/okanagan/water_e.php 20. Nasmith, Hugh (1962) “Late Glacial History and Surficial Deposits of the Okanagan

Valley, Province of British Columbia”. Bulletin 46, Ministry of Energy, Mines and Petroleum Resources

21. Neilson-Welch, L.A., and Allen, D.M (2007) “Groundwater and Hydrogeological

Conditions in the Okanagan Basin, British Columbia, A State-Of-The-Basin Report”, report prepared for the Okanagan Basin Water Board.

22. Regional District of Central Okanagan (2007) Joe Rich Rural Land Use Bylaw,

Bylaw No. 1195, 2007. Adopted October 1st, 2007 23. Regional District of Central Okanagan, Subdivision and Development Servicing

Bylaw No. 704.