p06tlf3 1 - a100.gov.bc.caa100.gov.bc.ca/appsdata/acat/documents/r16894/cache...1.0 INTRODUCTION...

p06tlf 3 1

Date: March 27,2007

Our Ref: ROS716

Village of Cache Creek

P.O. Box 7,1389 Quartz Road

Cache Creek, BC

VOK IHO

Attention: Martin Dalsin

Administrator

Re: VILLAGE OF CACHE CREEK BC FRAMEWORK FOR WELLHEAD PROTECTION DEEP GROUNDWATER SUPPLY WELLS CATURE ZONE DELIEANTION AND POTENTIAL SOURCES OF POLLUTION PRELIMINARY REPORT OF FINDINGS

1.0 INTRODUCTION

Kala Groundwater Consulting Ltd. (Kala) was retained by the Village ,of Cache Creek (Vocq, BC to

complete a Framework for Wellhead Protection pertinent to the VoCC groundwater supply well field. The

objectives of the project are to delineate the local hydrogeology including, aquifer hydraulic properties and

aquifer recharge, to rank the Cache Creek AqUifer System, to estinlate the preliminary capture zone for

each water well, and to review potential sources of contamination at a synopsis level. This proj ect was

authorized by Mr. Martin Dalsin, Administrator, VoCC via Kala confirmation of assignment fonn

COA5716, dated November25, 2005.

This report summarizes preliminary findings to March 30, 2007 including program findings, conclusions

and recorrnnendations regarding the wellhead protection area (WHPA). Section 1.0 to 3.0 provides

background infonnation, production well maximum pumping rates and groundwater quality, site

hydrogeology; aquifer recharge. Section 4.0 provides capture zone analyses and contaminant

identifications. Section 5.0 and 6.0 provide conclusions and recommendations, respectively. Tables and

Figures append the text. Appendix A provides water quality findings pertinent to the deeper aquifer water

wells.

This report is currently very preliminary and requires additional site assessment and interpretation to

complete.

R05716 - Village of Cache Creek Framework for Wellhead Protection Analysis

Preliminary Findings March 27, 2007

2.0 BACKGROUND

2.1 Scope of Services

The primary regulatory guidance document for this assessment is the BC Ministry of Water, Land and Air

Protection (MoWLAP) "Wellhead Protection Toolkit - March 2000" (WP1). The WPT emphasizes a six

step program comprising the following activities to aid in establishing a wellhead protection program.:

a) Task 1 Forming a Conununity Planning Team;

b) Task 2 Denning the Well Protection Areas;

c) Task 3 Identification ofPotential Contaminants;

d) Task 4 Develop and Implement management Strategies;

e) Task 5 Develop Contingency Plans; and

t) Task 6 Monitor the Results and Evaluate Plan

This document provides information pertaining primarily to Tasks 2 and 3. The VoCC applied for and

received provincial funding via the Local Government Grant Program to undertake a Groundwater

Protection Strategy for a Municipal Groundwater Source under application #0 IP2228.

The voce obtains potable groundwater from a total of 'five active municipal wells located north of the

townsite. A site location is shown in Figure 1 arid a site layout diagram is shown in Figure 2. The official

community plan is provided as Figure 3. This report is organized in a progression of information steps,

guiding the reader through the following topics:

a) Hydrogeology includes a description of the local physiography, geology, hydrology and a general

discussion on how groundwater flow is distributed in the aquiferes);

b) The maximum sustainable yield of each of the municipal wells based on yield tests;

c) Water quality review;

d) A capture zone analysis based on mapping and modelling exercises;

e) The potential impacts of groundwater withdrawals and the sensitivity of the aquifer to overuse and

contamination are reviewed; and

f) Recommendations regarding the next steps needed to complete the Framework for Wellhead

Protection, including presentation of management issues: introduces three main aquifer

management issues: Municipal/Irrigation; Water Supply Sites; and Potential Non-Point Sources of

Contamination.

KALA GROUNDWATER CONSULTING LTD.

R057l6 - Village of Cache Creek Framework for Wellhead Protection Analysis

Preliminary Findings March 27, 2007 Pa~e 3

2.2 Previous Reports and Regulatory Compliance Criteria

The following primary provincial regulatory criteria and previous consultant reports were used in the

preparation of this report:

a) Evaluating Long-Term Well Capacity for a Certificate ofPublic Convenience and Necessity,

Ministry of Water Land, and Air Protection, Water Management Branch.

b) Wellhead Protection Toolkit, Ministry of Environment, Lands and Parks, and Ministry of Health

and Ministry of Municipal Affairs, March 2000;

c) Summary of Guidelines for Canadian Drinking Water Quality - March 2001, Health and Welfare

Canada;

d) Bill 20-2001, Drinking Water Protection Act, Ministry of Environment, Lands and Parks;

e) Kala Report R99267 - Groundwater Supply Investigation;

f) Kala Report ROl369 - Groundwater Supply Investigation;

g) Kala Report R04619 - Groundwater Supply Investigation; and

h) Kala Report ROS693-100 - Water Quality Assessment.

2.3 Site Physiography

The Village of Cache Creek is located within the BC central interior physiographic subdivision, between

the Arrow Stone Hills and the Trachyte Hills. The village is located within a north-south trending valley

(Bonaparte Valley) of moderate to steep relief. Locai hills rise to over 1680 m. The village area occurs at

an elevation of approximately 460 m above sea level (ASL) (Figure 1). It is an area comprising hilly

terrain transected by deep valleys and rolling hills. VOCC is located within a floodplain at the confluence

of the Bonaparte River and Cache Creek. Local surficial geology comprises fluvial sequences of

floodplain materials. Dramage is chiefly dendritic, with contributor streams and rivers discharging to the

primarily north/south flowing Bonaparte River which discharges to the Thompson River. Small alluvial

fans overlie the eastemand western valley sides where smaller creeks enter the main valley. The scope of

services was to include but not be limited to the following tasks and items. Site geology is shown in

Figure 4.

a) Review and analyze municipal water wells completion and maximum pumping rates;

b) Summarize detailed chemical and bacteriological parameters from previous groundwater samples;

c) Delineate and rank the Cache Creek Aquifer System and select a method to identify the capture

zone of each community water well;

d) Estimate the preliminary capture zone for each water well;

e) Review potential sources of contaminant at a synopsis level; and

f) Provide a draft report of findings, council presentation and final report of ftndings, with

recommendations.


•


Preliminary Findings March 27, 2007 Pa~e 4

2.4 Climate

There is no climate data in Environment Canada database for VOCC. The nearest climate station for

VOCC is Kamloops Airport. The climate of the study area is dry and hot in the summer months and cold

and damp in the winter months. The region is characterized by 180-240 frost free days/annum.

According to Environment Canada, monthly mean temperatures range from - 4.2 C in January to 21.0 C in

July; precipitation within the study area is controlled by the topography and the flow of moisture laden

Pacific currents, the mean annual precipitation in VOCC is in the order of 279 mm, based on 30-year

normals (Table 1).

2.5 Well Yields and Groundwater Quality

The existing well field is located east of the Bonaparte River within the northwestern portion of Cache

Creek Municipal Park. Originally there were seven wells in the well field., which are referred to as

Production Wells 1 through 7 (PW#1 - PW#7). PW#3 and PW#6 have been abandoned due to siltation

problems. Among the five active wells, PW#I, PW#2, PW#4, PW#5 are shallow wells with a depth of 6.4

to 10.36 metres below ground surface (mbgs) and PW#7 is a deep supply well with a depth of 33.5 mbgs.

The shallow wells were constructed in a line from north to smith with well separations of approximately

12.6 - 18.4 m (Figure 2). PW#7 is located on the east side of the pump house approximately 30 m east of

the river.

Available Drillers logs suggest that shallow wells are completed in sand and gravel, gravel, and stratified

sand and gravel aquifer and the deep well is complete in coarse sand aquifer (Table 2). Screens are set at

the following depths:

PW#I: 7.06 -10.36 mbgs;

PW#2: 4.61- 7.01 rribgs;

PW#4: 4.57 ':':'7.01 mbgs;

PW#5:3.40 - 6.40 mbgs; and

PW#7: 23.5 - 33.5 mbgs.

In February 200,7 Kala released a report on a characterization of the groundwater extracted from the

shallow wells (PW#I, 2 and 4). The results indicated that the shallow wells adjacent to the river were

likely under the impact of direct surface water recharge and should treated as such. Additional

investigation to characterize tbe degree of bank side infiltration was recommended. In light of the findings

the VoCC elected to swjtch off the shallow wells in favor of the deeper well which are completed within a

deeper semi-confined aqillfer system. Treatment options are under consjderation.


R05716 - Village ofCache Creek Framework for Wellhead Protection Analysis


Based on Kala Groundwater Supply Evaluation (GSE) report, dated Nov. 4, 1999, the well field produces

the following maximum approximate flows:

PW#1 9.3 Us PW#2 10.2 Us

PW#4 9.6 Us PW#5 4.85 Us

PW#6 10.50 Us PW#7 44.97 Us

As the shallow wells are currently switched on until treatmentJdisinfection issues .are resolved only the

deeper wells have a combined pumping rate of approximately 55.47 Us. While this yield satisfies low

season flows it will not provide for summertime requirements.

According to November, 1999 GSE report, a maximum daily demand (MDD) of 5,400 m3/d or 62.5 Us was estimated for the VOCC by the civil engineering consulting finn TR Underwood Engineering

(TRUE). These estimates were taken from a 1992 consensus based on a population of 1,200 people and

water consumption of 4,500 Ud per person, which is unrealistically high. The actual MDD from 1988

municipal reporting was 850 m3/d or 9.8Us, which occurred on August 4, 1998.

Water samples were collected in August, 2005 for the purPoses of raw water characterization to assist in

water treatmentJconditioning alternatives. The groundwater is Ca-Mg-Na-HC03-S04 in the shallow

aquifer and Ca-Mg-Na-804-HC03 in deep aquifer. Both shallow aquifer groundwater and deep aquifer

groundwater meets federal drinking water quality guidelines for those parameters tested for, with the

exception of total dissolved solids and total manganese concentrations within lower aquifer groundwater.

Groundwater in both the shallow aquifer and the deep aquifer is very hard and mineralized. The hardness

concentration of the water frOni PW#l and PW#7 is elevated at 424 mgIL and 599 mg/L, respectively.

The bacteriologic quality of the water meets the federal drinking water standards with the exception of the

standard plate c~s within both shallow and deep groundwater. As stated in the earlier aSE report, the

groundwater in theVOCC is potable although disinfection and metals sequestering may be required in the

future.




3.0 HYDROGEOLOGY

3.1 Hydrogeologic Setting

An existing well inventory indicates that there are 12 wells within a radius of SOO m of the existing well

field and registered with BC Ministry of Environment (MoE). The encountered sediments are clay, silt,

till silty sand and gravel, sand and gravel, gravel, and cobbles. Driller estimated well yields are in the

range of 0 to 44.1 Us (Table 3). It is noted that S of the 12 wells have a zero well yield, suggesting that

the deposits within the site area are highly variable. Further, well 47477 with a depth of 62.79 'In cannot

provide usable water, while well 41439 with a depth of only 6.10 m and a saturated thickness of

approximately 4.3 m has a yield of 6.3 Us. This also demonstrates that the deposi~ in the site are highly

variable.

Drill logs for the VOCC supply wells are shown in Table 3. It is evident that the materials comprising the

shallow aquifer are typically coarse textured sediments consisting ofstratified sands and gravel with

varying proportions of fines and the material of deep aquifer comprised p~rily ofsand.

It is the opinion of Kala that the hydrogeologic setting of the site is characterized by a shallow WlCOnfined

coarse granular aquifer overlying fmer glaciolacustrine sediments and a deeper confined glaciofluvial sand

and gravel aquifer, which is intercepted beneath the silt and clay layer.

3.2 Aquifer Conditions

To provide a means of facilitating a more systematic management, an aquifer classification system for

groundwater management in British Columbia has been developed by the BC Ministry of Environment

Groundwater Section. The aquifer classification system has two components:

a) A classification component to categorize aquifers based on their current level of development,

(use) and vulnerability to contamination; and

b) A ranking component to indicate the relative importance of an aquifer.

The classification component categorizes aquifers according to level of development and vulnerability to

contamination. The level of development of an aquifer is determined by assessing demand versus the

aquifer's yield or productivity. A high (I), moderate (IT) or low (III) level of development can be

desigIiated. Similarly, the vulnerability of an aquifer to contamination from surface sources is assessed

based on: type, thickness and extent of geologic materials overlying the aquifer, depth to water (or top of

confined aquifers) and the type of aquifer materials. A high (A), moderate (B) or low (C) vulnerability

can be designated. The combination of the three development and three vulnerability sub-classes results

in nine aquifer classes. For example, a class IA aquifer would be heavily developed with high

vulnerability to contamination, while a class mc aquifer would be lightly developed with low

vulnerability. A numerical measure of an aquifer's priority is provided by the aquifer's ranking value.

KALA GROUNDWATER CONSULTING Lro.



The ranking value is detennined by summing the point values for each of the following hydrogeologic and

water use criteria: productivity, size, vulnerability, demand, type ofuse, quality concerns (that have health

risk implications) and quantity concerns. Values range from a minimum of "1" to a maximum of "3",

except for quality and quantity concerns which are assigned a minimum of"0" ifconcerns are not evident.

Possible ranking scores range from a low of 5 to a high of 21; the higher the ranking score, the greater the

aquifer's priority.

Based on MOE initiatives in aquifer mapping and vulnerability, shallow Aquifer 134 has a classification

of IA and a ranking value of 14. Classification of IA suggests that the aquifer is highly used aild highly

vulnerability to contamination, while the ranking value of 14 suggests that moderate to highconcern in

ensuring water quality sustainability. Deep Aquifer 133 has a classification ofIC ~d a ranking value of

12, suggesting that the aquifer is highly used with low vulnerability to contamination and a moderate

concern in ensuring water quality sustainability. Although the overlying aquitard is leaky it does provide a

measure ofprotection from the ingress of surface borne contamination immediate to the well site.

The VOCC is becoming more groundwater dependent and the safe sustainable management of the

groundwater resource developed to date should be ensured. Deep Aquifer 133 overlying by a 16-m silt

and clay aquitard is low vulnerability to contamination but has a poor water quality compare to shallow

aquifer. Thus, it is important to protect shallow Aquifer 134.

The BC MOE has recently converted the former northerly municipal deep well into a dedicated

groundwater monitoring well. There are t}Vo other MoE long-term monitoring wells in the VOCC area:

MW#344 and MW#346. MW #346 is located at ''Township 21, Section 30, Range 24", near the

confluence of the Bonaparte River and Cache Creek, between Hwy. 97 and Cache Creek (Figure 4). It is a

shallow aquifer monitoring well completed in Aquifer 134 to a depth of 10.21 robgs. MW#344 is located

approximately 50 m northeast of MW#346, near the confluence of the Bonaparte River and Cache Creek,

between Hwy. 97 and Cache Creek.·It is a deep aquifer monitoring well completed in Aquifer 133 to a

depth of 32.92 mbgs. Data collected at these two wells from 2000 to 2005 suggest that (1) like most other

BC sites that the highest ground water levels occur during spring freshet between May and July, and the

ground water level in VOCC are generally quite stable, (2) the average and largest water level fluctuations

for the shallow aquifer are in the range of 1.3 and 2.6 m, and the average and largest water level

fluctuations for the deep aquifer are in the range of 1.6 and 2.6 m; and (3) a 2.6 m water level rise was

observed from late May to late July, 2004 in MW#344 while a similar water level rise did not occur in

MW#346.

Aquifer mapping is shown in Figure 5.




The stable groundwater levels which exist at voce during spring freshet that (1) the hydraulic

connections between the shallow Aquifer 134 and the Bonaparte River are excellent and the shallow

aquifer water level is controlled by the Bonaparte River which acts as a constant head boundary; (2) water

heads in both recharge area and discharge area for the shallow and deep aquifers are stable and no rising

water head occurs in either aquifer recharge area or discharge area during spring freshet in the vaCc area;

and (3) the current village pumping rates at PW#I, PW#2, PW#4, PW#5 and PW#7 are likely sustainable.

The average and biggest water level fluctuations for shallow aquifer and deep aquifer are sim,ilar to each other, suggesting that shallow aquifer and deep aquifer have common recharge. The 2.6 m water level rise

observed from late May to late July, 2004 in MW#344 implies that the deep aquifer received more

recharge than on the average year, which might result from higher precipitation in 2004 (Table 4). This

suggests that the deep aquifer has less hydraulic connections with Bonaparte River as compared to the

shallow aquifer and a higher water head may be established in the deep aquifer if a higher water head

occurs in the recharge area.

Groundwater flow in the shallow aquifer is controlled by both the a.qmfer geometric boundary and the

Bonaparte River; whereas groundwater flow in the deep aquifersy~tem is controlled by solely aquifer

geometric boundary. Groundwater flow directions in both the shallow and deep aquifers are interpreted to

be consistent with surface topography; towards the south. There is no groundwater level monitoring data

available at this stage to estimate groundwater hydraulic gradient at the site. One approach would be to

use the surface gradient in the Bonaparte Valley to approximate groundwater hydraulic gradient in voce.

It is estimated that the surface gradient is 0.006 at the site from the 1:50,000 geography map.

3.4 Aquifer Recharge

The analysis of the deep aquifer pumping data is relatively simple as it is a confined aquifer and the

surface water has minimal effects on the pumping data. Using Waterloo Hydrogeologic Aquifer Test

Software to analyze the pumping data collected in August, 1999 from PW#7, an aquifer transmissivity of

1,028 m21d and a hydraulic conductivity of 33.2 mid were obtained. Similarly, Using Waterloo

Hydrogeologic Aquifer Test Software to analyze the pumping data collected in August, 1999 from PW#6,

an aquifer transmissivity of 2,082 m2/d and a hydraulic conductivity of 67.0 mid were obtained. Detailed

fitting curves are shown in Appendix A. AJ; PW#6 is solely a monitoring well and has little unexpected

factors .toaffect the measurements, it is the opinion of Kala that the hydraulic properties obtained from PW#6 data is more reliable. An aquifer transmissivity of 2,850 m21d is obtained in the earlier report,

which is similar to the results obtained in this study.

It is the opinion of Kala that the estimated hydraulic conductivities for the shallow and deep aquifers in this study appear to be quite reasonable, because a hydraulic conductivity larger than 300 mid seldom

occurs in the field.




Groundwater hydraulic gradient: The groundwater hydraulic gradient in the site can not be calculated

directly because there are no groundwater level measurements available at this stage. However, it can be

approximated by the ground surface slope in the Bonaparte Valley. 1:50,000 geography map suggests that

the ground slope is approximately 0.006 in the vicinity ofvoce.

The length of aquifer cross section: This is the most difficult parameter to detennine in the estimation of

aquifer recharge for voce using Darcy Law, as there is very limited drilling data. Based on Be Water

RcsoW'CeS Atlas, a very preliminary cross section length estimation of 500 m is made for both sh8.llow and

deep aquifer. It is the opinion of Kala that there are some uncertainties in this estimation due to the

limitation ofdata.

In conclusion, deep aquifer recharge rate would be in the range of 6,250 m3/d or 72 Us if aquifer

transmissivity of 2,082 m2/d, hydraulic gradient of 0.006 and length of aquifer cross section of 500 m are

employed. A total groundwater recharge rate would be in the range of 8,400 m3/d or 97 Us in voce. Some uncertainties may exist in this estimation, which is mainly due to the uncertainties in the estimation

ofaquifer cross section length.


.'



4.0 WELL CAPTURE ZONE DELINEATION

4.1 General

Preliminary capture zone delineation is shown in Figure 6 pertinent to the deep aquifer wells. The deep

aquifer is interpreted to extend from a depth of about 22 m to 33.S m below ground surface at the site. A

16 m thick aquitard of silt and clay separates shallow aquifer from deep aquifer. Limited data suggest the

deep aquifer becomes thinner moving from the center of the Bonaparte Valley towards east and west

directions and possibly truncates at natural edges in both east and west directions.

The 1999 pumping test data suggests that the deep aquifer is a "leaky-confmed" type as a stabilized water

level achieved only two hours after the pumping test started under a discharge rate as large as 44.79 Us. The 'leaky' or recharge source is from the shallow aquifer. The deeper aquifer could be recharged by the

shallow aquifer, either through the silt and clay confining layer, or where theC9nflning layer pinches out

at some point up gradient along the aquifers that is far from the site or at some point close to the east and

west edges of Bonaparte Valley. Additional investigation is required to determine the deep aquifer

recharge path.

The BC MOE Wellhead Protection Toolkit provides a numl'er of methods of estimating well capture

zones as described below. The municipality generally specifies sub-zones within the protection area and

sets restrictions as to what type of activities ~y occur. Kala provides three areas based on capture zone

analysis. The first or inner zone is the accident prevention zone an comprises the SO day time of travel

(TOT) is that area where heavy industrial and commercial activities, which may involve the storage, use,

manufacturing or distribution of chemicals, 'should either not be permitted or permitted only with very

stringent precautionary restrictions. Two outer zones; the attenuation zone and the remediation zone

comprise the 2 and 5 year TOT area respectively reflect a longer time of travel for possible contaminants

from a surface or near surface source to the subject wells. These zones are areas where as a constituent of

land use planning, any party or organization proposing to construet, rehabilitate, reconstruct or alter an

existing parcel of property into a heavy commercial/industrial use must have the hazardous materials

handling procedures reviewed by the municipality to ensure its facilities operations and procedures will not compromise the underlying aquifer integrity.

A number of techniques have been developed over time for the estimation of well capture zones. The

simplest is the Calculated-Fixed-Radius (CFR.) method. Given knowledge of the effective porosity of the

pumped aquifer, its thickness, and the pumping rate, the radius of a cylinder large enough to yield the

produced fluid over a given time is computed by the CFR approach. The advantage of this method is its

simplicity, disadvantages are that it disregards the hydraulic gradient (most well capture zones are

elongate up hydraulic-gradient), and any detailed information about the geometry and spatial

characteristics ofthe aquifer.



Preliminary Findings March 27,2007

Analytic solutions can be used to calculate the capture zone at selected times for a well in uniform flow.

Individual solutions can be superimposed, and this approach is the basis of the WHPA program. distributed

by the MOE. In this program. pumping rates for one or more wells, starting water level, effective porosity,

and uniform flow direction and magnitude are specified. Since this method incorporates additional

information about the specific setting of the well(s) of interest, its results are significantly more realistic

than those of CFR. CFR provides a useful initial estimate of the size of a WHPA, where as semi-analytic

tools like the WHPA computer program add some indication of the probable asymmetry and up-gradient

extent ofwell capture zones.

All methods of capture zone delineation involve a degree of hydrogeological mapping. However, in some

cases this mapping fonos most of the rationale supporting the delineation. Hydrogeological mapping

involves fieldwork to define and map the groundwater flow system.. Geological information (including

geomorphic, structural and topographical information) is extremely importantin· hydrogeological mapping

because geology greatly influences the occurrence and flow of groundwater. Aquifer characteristics are

determined from drilling wells, analyzing well logs and performing pumping tests.

Groundwater flow directions can be mapped by interpreting water level elevations in wells. In some cases

special techniques such as tracer dye tests or isotope age dati.tig are used to determine flow direction and

velocities. The physical data is then combined to plot groundwater flow boundaries, flow paths and directions as well as aquifer thickness and extents, to map out the capture zone area for the well.

Numerical and analytical models are similar in that they solve well hydraulic and flow equations to

delineate capture zones of wells. The difference is that analytical equations are limited to situations that

can be represented by very simple hydrogeologic and hydraulic conditions (e.g. usually the aquifer can be

approximated as homogeneous, isotropic and extend infinitely, the pumping rate constant, the ambient

flow is horizontal). Pumping of neighbouring wells can drastically change the shape and size of the

capture zone from the ideaJized circular and parabolic areas given by these simpler methods (see Well

Protection Toolkit, MoE). Numerical models can incorporate the physical and hydraulic complexities that

analytical equations cannot, to delineate more reasonable capture zone areas.

Numerical models are used to calculate changes in hydraulic head, drawdown, pumping rate, and direction

of groundwater flow, travel times and movement of soluble constituents in groundwater. Problems are

solved by gridding the aquifer into an array of grid cells, specifying the aquifer and hydraulic

characteristics for each cell and boundary conditions for the model area and running the model. Some

typical hydrogeologic data that need to be specified for each cell include: hydraulic conductivity, specific

storage, specific yield, porosity, pumping rates, and boundary conditions such as constant head boWldary,

river ranches, precipitation infiltration rate, evapotranspiration rate. Given the specified information for

the array of cells and boundary conditions, the model then calculates iteratively the groundwater level (and

flow velocity and flow rate) at each cell. Once the water levels are calculated, the area that contributes

water to the pumping well (the capture zone) can be readily delineated and time of travel calculated.

KALA GROUNDWATER CONSULTING LID.



The data requirements, however, also require specialized expertise in numerical modeling as well as

hydrogeology to achieve reasonable results. Specification of grid spacing, aquifer and hydraulic

characteristics and boundary conditions or even the type of numerical model, for example, may affect

model results considerably (see Well Protection Toolkit, MoE). For this reason post-audit of models

(verifying whether the model predictions are realized) is an essential component of the modeling effort

(see Well Protection Toolkit, MoE) and this is time consuming and difficult. Numerical modeling can be

the most expensive method of capture zone delineation, especially if additional field data is needed. An. additional drawback is the acceptance of computer generated solutions as outlined earlier.

Numerical models allow intricate subsurface conditions and hydrologic features to be represented with a

fair degree of accuracy. Some models may use analytical models to depict contaminant transport, affixing

the analytical transport model to the numerical flow model which includes advection and dispersion

processes within the aquifer. The models demand a considerable amount of input information, particularly

if they have analytical components. If the model is to be accurate, the number of grid cells needs to be

numerous in regions where strong changes are occurring.

This increases the overall cost of the modeling and may require the use of a mainframe or larger

microcomputer. The modeler must be experienced in its use and be able to recognize the model's

limitations and quirks.

Since groundwater flow is seldom spatially or temporally uniform, the accuracy of the uniform-flow

solutions is limited. Calculating capture zones in rion-wiiform flow requires an increased degree of detail.

This can take the form of a variety of superimposed analytic solutions. In all but the CFR models, capture

zones are determined using particle tracking (finite difference/element) or streamline tracing (AEM)

techniques.

Particle tracking involves solving the flow field, then the distribution of particles tracked backward from

the well is determined for selected times. Streamline tracing is similar, identifying streamline that intersect

the well, then tracing ,them backward against the flow field. The modeling approach presumes the

following:

a) The groundw"ater table is flat and occurs within an finite aquifer;

b) The aquifer is isotropic and homogeneous;

c) The well pumping rates are at daily operational norms as provided by voce personnel;

d) Basic aquifer characteristics are constant and consistent, and as shown below;

e) All two municipal wells fully penetrate the host aquifer, and;

f) Particle traces are in reverse format and two dimensional.

Aquifer characteristics including gradient and flow direction, aquifer thickness, hydraulic conductivity,

specific storage and specific yield were calculated from pumping test results and well inspections.




Porosity and recharge were estimated from published data. The stratigraphy of the study area was

characterized using available well logs.

For the VoCC capture zone delineations the numerical package VISUAL MODFLOW 3.1.0 was used to

estimate and delineate the various zones. As each of the two municipal water wells exerts drawdown

interference on the other wells within the fleet during normal operational pumping, it was felt the

preparation of a numerical model would better simulate various capture zones more effectively than

analytical equations.

4.2 Model Configuration and Uncertainty

In practice, a series of methods is available to estimate the capture zones such as Arbitrary Fixed Radius

(AFR), Calculated Fixed Radius (CPR), Analytical Equations, Hydrogeologic Mapping and Numerical

Modeling methods. Based on the site hydrogeology, available information. MODFLOW and MODPATH

were chosen to predict the capture zones because numerical models can (l) depict aquifer geometric

boundaries; (2) simulate the interactions between surface/ground water; and (3) easily take drawdown

interferences into consideration. Select model images are provided in Appendix C.13

Modeling services were provided by Yanfeng Yin, P.Geo of Kala. The designed model domain is

rectangular in shape measuring 2,400 m in an east-west direction and 2,000 m in a north-south direction.

Horizontally it is divided into 74 columns and 62 rows with a grid size ofvarying from 10 m x 10 m to 50

m x 50 m. Vertically it is divided into three layerS; Layer 1, Layer 2, and Layer 3 from top to bottom.

Limited to the available data, the aquifers and aquitard are assumed to be uniform with a thickness of7, 15

and 11 for Layer 1, Layer 2 and Layer 3. respectively. The aquifer system was divided into fOUT hydraulic

property zones: Zone 1 represents the' shallow aquifer in Layer 1; Zone 2 represents the conDning layer

between shallow aquifer and deep aquifer, which is Layer 2 in the numerical model; Zone 3 represents the

deep aquifer in Layer 3, and Zone 4 represents the deposits underlying the Bonaparte River course,

regardless the depth of the deposits. The hydraulic properties for each zone are presented in Table ?. Aquifer width is d~ermined from 1:50.000 Provisional Map and initial groundwater hydraulic gradient is

set at 0.006 m/m. Accoi:tling to VoCC personal data (2007), the average daily pumping rates are 22.7 and

44.2 Us for Agricultural Well and Well 7, respectively. Two backward particle circles with 10-particle

for each were added to the numerical model, each of the particle circle centered one of the two simulated

wells: Agricultural Well and Well 7. Designed simulation time is five years with outputs at various times

including 50 day, 1 year, 2 year, and 5 year.

Although. the numerical method is the most accurate method to analyze well capture zones, there are some

uncertainties related to the actual size and location of the capture zones because (1) a fairly uniform

aquifer thickness and consistent aquifer properties are assumed; (2) the available data are limit; and (3) the

numerical model is not well calibrated at this stage. One of the uncertainties at the site, for example, is

caused by the surface/ground water interactions.




Using Darcy formula, the estimated aquifer recharge of shallow aquifer will be in the order of 2,180 m3/d

or 25 Us if aquifer transmissivity of 726.6 m21d, hydraulic gradient of 0.006 and length of aquifer cross

section of 500 m are employed. respectively. Similarly, deep aquifer recharge rate would be in the range of 6,250 m3/d or 72 Us if aquifer transmissivity, hydraulic gradient and the length of aquifer cross section

are assumed to be 2,082 m21d, 0.006 mlm and 500 m, respectively.

Despite the uncertainties, the delineation of the capture zones is reasonable based on the available

infonnation and the consultants' evaluation of the data. Aquifer distribution within the valley is complex

and was simulated based on known drill logs and previous Kala work. The model simulation assumes a

fairly uniform aquifer thickness and consistent aquifer properties. The model represents a snap shot at this

time which can be upgraded with additional information as it becomes available.

4.3 Estimation of Capture Zones

The prime advantage of the VoCC well setting is the complex stratigraphy of glacial and glaciofluvial

sediments overlying the host aquifer. This complexity provides a measure of protection from surface borne

contamination traveling downwards to the aquifer proximate to the well heads. But this advantage does

not preclude the requirements to protect the wells.

The VoCC Wellhead Protection Area (WHPA) defineq ·by Kala includes three zones within the WHPA

These include: The 'accident prevention zone' (or SO day subsurface time of travel TOT); the 'attenuation

zone' (Two year time of travel) and; the 'remedial action zone' (five year time of travel).

a) The 50 day TOT zone constitutes the immediate accident prevention zone and is a protected area

around the wellhead. This zone has a radius of approximately 170 m around each wellhead. Its purpose is to protect the wellhead from the direct introduction of contaminants into the well and

its immediate area from spills, surface runoff, or leakage from storage facilities or containers.

Potential contaminant· sources in the 1 year TOT should be strictly monitored, controlled or

excluded t,o insure that contaminants are not accidentally or intentionally introduced into the

aquifer at, Qr near the wellhead.

b) The 2 year TOT capture zone, the attenuation zone, is established to protect a well from contact

with pathogemc microorganisms (e.g. bacteria and viruses) and soluble nutrients such as nitrates

and phosphorous which can emanate from a source (e.g. septic system, etc.) located close to the

well, as well as to provide emergency response time to begin active cleanup and/or

implementation of contingency plans should a chemical contaminant be introduced into the

aquifer near the wellhead. The attenuation zone has an upgradient distance of approximately

1,800 m from the well field and a mean width of 500 m. This area includes pasture and grazing

areas in Bonaparte Valley.

KALA GROUNDWATER CONSULTING LTO.


Preliminary Findings March27,2007

c) The 5 year TOT capture zone is defined. as the remedial action zone and is designed to protect the

well from chemical contaminants that may migrate to the well; it typically includes a major

portion of the recharge area, or Zone of Contribution to a well. Zone 3 should be sufficiently large

to provide adequate time to detect and respond to a contaminant release, including time to develop

a new drinking water source or supply in the event of a release within the Zone. The remedial

zone has an upgradient distance of approximately 2.0 km.

Reverse particle tracking was used to establish the various TOT's; which involved. the introduction of

imaginary particles at the individual wells and tracking backwards to conceptualize the flowpath from the

recharge area to the well of concern.l5 The well pumping rates were 22.7 and 44.2 Us for Agricultural

Well and Well 7 respectively for simulation purposes. The resultant hydraulic head distribution, both

ambient and under pumping conditions are shown in Appendix C. These are current operational rates. If the pumping rates are increased the model should be reviewed..

The capture zones chiefly represent horizontal flow within the aquifer itself. Travel times for vertical flow

from surface to aquifer would be much higher. It can be noted that due primarily to the distribution of

sediments and aquifer system configuration within the Bonaparte Valley the five year capture zone

appears to spread out into small tributary valleys. At this point the model fuuiings depict possibilities

based on limited information and subsurface findings. Caution should be exercised in placing too much

emphasis on the areal extent of the five year remediation zone.

4.4 Wellhead Protection Area (WHPA)

In the previous sections we defined the area ·ofthe aquifer, its classification and predicted its vulnerability.

In addition the size and geometry ofthe 50 day, 2 year and 5 year capture zones were estimated based on

available information. The intent of a wellhead protection program is to prevent contamination of

groundwater used for drinki:t}g water and the health of people using groundwater supplies for drinking

water through stewardship. This is accomplished by providing management zones around public wells or

well fields to det~and manage potential sources ofgroundwater contamination.

It is implied that within an area certain facilities or operations may occur, which use, handle, produce or

store hazardouS and toxic chemicals and which may cause the degradation of groundwater, and that the

closer such facilities are to an active well field, and the more vulnerable the host aquifer is the more

critical the concern becomes. Wellhead protection programs and the environmental impacts of large

groundwater withdrawals should determine:

a) The wellhead protection area, based on available hydrogeologic information such as recharge,

discharge and flow characteristics.

b) The potential anthropogenic sources of contamination within the WHPA which may adversely

affect grotmdwater quality.




c) Any potential impacts to surface and groundwater resources as a result of the pumping of newly

constructed high production wells or well fields; specifically any pre-existing water wells or

streams in close proximity to the newer wells which may lose naturally occurring water through

additional well radius of influence consideration.

The identification of the WHPA from the delineation of the time of groundwater travel capture zones

involves reviewing current land use, municipal boundaries and the various capture zones and finally

extending the WHPA to known existing land use boundaries. The resultant plot is shown in Figure 8. Overall the WHPA has an approximate length of 2 km and a maximum width of 0.6 km.

Kala has extended the 5 year capture zone to round it off in a conservative footprint which forms the

WHPA. Based on the most current VOCC land use zoning (Bylaw 599) the WHPA is zoned as follows:

a) The east portion of the WHPA is zoned parkland (P), residential land (R) and Agricultural

Reserve (AR). AR is beyond the Village boundary and is not the property of the Village;

b) The area directly surrounding the pump houses and well~eads is zoned parkland (P);

c) West of the wellfield is zoned Agricultural Reserve (AR). This zone is beyond the Village

boundary and is not the property of the Village;

d) The TNRD Ashcroft-Cache Creek Fringe Area Official Community Plan Land Use Map identifies

the area to the north of the well field as Agricultural Land Reserve except for one lot which is

defined as rural resource- mixed agricultural use including resource extraction and public use

areas.

The preliminary wellhead protection area pertinent to the deep wells is shown in Figure 7.

There is little to no urban development within the well capture zones or the WHPA as defined by Kala.

Fortunately the bulk of the surface area within the WHPA is zoned rural, parkland or agricultural. With

the exception of the .nearby livestock grazing activities there is little existing land use which is not

compatible with general well head protection activities close to the well field. There are a number of

peripheral activities which may be ofconcern.

5.0 POTENTIAL SOURCES OF POLLUTION

Potential point source contaminants in VoCC might originate from registered contaminated sites,

commercial transportation, sanitary sewer pipelines, urban runoff and existing commerciaVindustrial

operations to name a few.

Currently there are 10 contaminated sites in voce under the BC Site Registry System, MoE. The 10 registered contaminated sites are shown in Figure 7. Although all of them are located 350 In or farther


RO5716 - Village of Cacne Creek. Framework for Wellhead Protection Analysis


downgradient of the S-year capture zones, site #8200, #5861 and #7053 may have low threats to the well

field because they are within a 500 m radius of the 5-year capture zone. Other registered contaminated

sites have little or minimal impacts on the well field based on the distance between contaminated sites and

well field, the natural groundwater hydraulic gradient at the Bonaparte Valley, and the aquifer hydraulic

properties, which have resulted from proper well sitting. Site address, suspect land use and site status for

the 10 registered contaminated sites are outlined in Table 5.

Other potential contaminants may come from commercial transportation spills, agricultural practices, and

residential activities. VoCC is a transportation center in the BC central interior and Highways"1 and 97

join at this location. Contaminants from a transport spill could vary from petroleum, . fertilizers,

herbicides, organic solvents, pesticides to metals. Agricultural practices may lead to nitrate, pesticide,

pathogen, and chloride contaminations resulted from heavy chemical use, abandoneci wells and manure

storage.

Other local point source sources of pollution, as shown in Figure" 8 may include within the accident

prevention zone:

a) North End Petro Can 1492 eariboo Highway South of the Capture Zones on Highway 97

Possible non-point and point potential pollution sources within the attenuation zone may include:

a) Bonaparte Bend Winery

b) Bonaparte Veterinary Services - 2520 Cmboo Highway

c) Bonaparte Machine- 2502 Cariboo Highway

d) Ivanhoe Loader Service - Cariboo Highway- exact location unknown

e) Bonaparte Limousines feedlot - Cattle graze in both Attenuation Zone and Remediation Zone

t) Highway Maintenance Activities - Road Salting

g) Fonner Ginseng Fields - identified in air photos, current extent and state unknown

Essentially the only concerns within the outer Remediation Zone is livestock grazing activities and

handling activities.

Residential activities could contaminate groundwater through lawn fertilization, pest control, and leaky

sewer pipelines. Primary contaminants include pathogens, nitrates, pesticides and other organics. Since

the well field is located at the upgradient side of the VoCC, the residential activities from Cache Creek

have little or minimal impacts on the groundwater at the site. Sewer pipelines exist in every single

building in VoCC. Similarly, the sewer pipelines have little or minimal impacts on the groundwater

resource because the well field is located at the upgradient end ofVoCC.

KALA GROUNDWATER CONSULTING LID.



Based on aquifer vulnerability to contaminants, the distance from potential contamination sources to

village wells, and contamination potential levels, a 'higher', 'moderate' or 'lower' priority can be assigned

to the above contaminant sources.

a) The higher priority sources include those contaminants resulted from a commercial transportation

spill.

b) The moderate priority sources come from agricultural practices.

c) The lower priority sources include the registered contaminated site #8200, #5861, #7053 and the

partially surrolmding residential area.

Note that above contaminant source analysis is associated with the hydrogeologic 'model and capture

zones. Although the well field is situated in an ideal location, well protection in voce is not an easy job

because of the hydrogeologic conditions. The shallow aquifer could be contaminated soon after

contamination of shallow aquifer occurs within VVPA because of the great hydraulic properties and large

hydraulic gradient..

6.0 PRELIMINARY CONCLUSIONS

Kala provides the following conclusions for the client's consideration:

a) The hydrogeology of the VoCC aquifer is complex and not well understood. The aquifers can be

divided into a shallow aquifer and a deep aquifer system, separating by a 16 m-thick silt and clay

at the site.

b) The Shallow aquifer has a very direct hydraulic connection with the Bonaparte River and can be

recharged by the later instantaneously. The Deep aquifer is a leaky confmed aquifer and has an

excellent recharge source.

c) Capture zone analyses suggest that the 5-year capture zones for the shallow aquifer wells are

overlapped, which may result in simultaneous contamination of production well PW#I, PW#2,

PW#4 and PW#5 if contamination of the aquifer occurs.

d) Although all of the registered contaminated sites are located downgradient of the 5-year capture

zones of the groundwater supply wells, the voce well field should be properly protected from the

contamination ofcommercial transportation spills and agricultural activities.

e) The well field is located along the northerly boundary of the village and the voce has little

control on what occurs outside of the village boundaries. The lands to the north of the village are

under the jurisdiction of the TNRD and the Bonaparte Indian Band. The attenuation and remediation zones are chiefly located this area and wellhead protection initiatives must include

stakeholders from these organizations.


ROS716 - Village ofCache Creek Framework for Wellhead Protection Analysis

Preliminary Findings March 27. 2007

7.0 RECOMMENDATIONS

Based on the preliminary fIndings discussed herein Kala provides the following recommendations to assist

in the completion of the framework for wellhead protection program which are general accordance with

the BC MOE Wellhead Protection Toolkit:

7.1 Task 4 • Management Strategies

The framework for wellhead protection plan is designed to identify and mitigate risks of groundwater

contamination from natural and manmade sources. Management strategies may comprise land use

policies (reflection of WHPA within OCP), regulatory controls, best management practices (BMP), public

education, monitoring, land acquisition, and contingency planning. Appendix. G. provides a list of

groundwater management tools.

The official community plan (OCP) can identify and address public iDterest in water quality and quantity

and set goals for source protection. OCP techniques may include zoning bylaws and site plan controls.

Regulatory controls may strive to manage lot by lot developments. The application of BMP's when

coupled with education may apply to homeowners in how they deal with chemicals., hazardous wastes and

lawn watering and more regional agricultural and forestry activities.

Raising public awareness through education generally has a major impact and may be more important then

enforcement techniques. The day to day voluntary actions of individuals will serve to better protect the

groundwater resource. The development of a ''water ethic" installs a sound collective responsibility and

commitment to water protection on an ongoing basis.

Public education need not be onerous the important fundamentals to be covered include:

a) What is groundwater?

b) How is groundwater distributed?

c) What does groundwater mean to the community?

d) How can groundwater become polluted?

e) What measures can be taken to protect the valuable resource?

The concise Oxford Dictionary defines risk (noun) in terms of a hazard, chance, bad consequences, and

loss. Hazard is the potential to cause harm; risk on the other hand is the likelihood of harm (in defined

circumstances, and usually qualified by some statement of the severity of the harm). The likelihood that

an individual or party will be exposed to a particular hazard (contaminant) is referred to as the exposure

potential. Ifwe have a hazard in the form ofa pollution source to groundwater coupled with the ability of

said form of pollution to enter the water system at any point we have an exposure potential and a possible

pathway. If we add a receptor such as a water consumer we form a completed triangle in which we create

a potential for harm. It is this potential for harm that we are ultimately endeavoring to avoid through

management and planning. The following items may denote the relative risk:




a) Location ofthe source of contamination relative to the well field;

b) Quantity of contaminant released;

c) Length of exposure;

d) Chemistry of contaminant including mobility within the subsurface enviromnent;

e) Attenuation aspects of subsurface conditions;

f) Aquifer wlnerability; and

g) Numerical concentration and toxicity in comparison to published guidelines.

Kala foresees the following priorities:

a) Emergency preparedness and contingency planning associated with the DEGT infrastructure. This task is virtually complete through existing protocols between existing stakeholders;

b) Best management practices for upstream (north) agricultural activities;

c) Evaluation of the any peripheral rural residential activities and OSDS;

d) Future land use considerations within the attenuation and remedial action zones ;

e) Dedicated groundwater monitoring wells;

f) Non-point source pollution; and

g) Water quality and water level trending.

The underlying objective of this program is to provide a framework to prevent contamination of the

drinking water supply which could pose a risk to a consumer.

The management ofpotential contaminant sources is an essential component of WHP. Communities have

tools at their disposal for the management of potential contamination sources. These may include:

• Regulatory Management Strategies:

o Bylaws;

o Sole source aquifer designation;

o Source prohibition and permits;

o Subdivision regulations and codes;

o Land use agreements;

o Tax incentives;

o Design and operating standards;

o Site plan review;

o Purchase of property and development rights, and;

o Inspectors at construction sites.



Preliminary Findings March 27, 2007 Page 2I

• Non-Regulatory Management Strategies include:

o Best Management Practices (BMPs);

o Memorandums of Agreement or Understanding (MOAfMOU);

o Training;

o Water conservation programs; and

o Household hazardous waste collection programs;

7.2 Contingency Plans

When a natural or manmade disaster strikes, an unprepared water system is no more immune from damage

or destruction than any other structure. However, preventive measures can be taken, both economically

and structurally, to ensure that a water system minimizes the amount of damage inflicted by any future

serious detrimental impacts. Returning a water system to normal operation is essential to protecting public

health and aiding the community's recovery process.

Since natural or some manmade disasters usually offer little or no advance warning, it is important that

water systems be prepared. Water systems should develop an emergency response plan to prepare for

natural disasters, limit damage, and expedite recovery. There are agencies at the local, provincial, and

federal levels that can assist water facilities of all sizes p'repare for and recover from natural disasters, such

as PEP.

There are several measures all water systems can take to lessen the impact of disaster. Some of the more

important measures include having an emergency preparedness guide for your system and your customers

and making sure you have adequate financial ·reserves for general repairs and equipment replacement.

Systems should also make sure there are plenty of repair parts available and that all emergency back-up

equipment functions properly. More specifically water utilities should:

a) Formation ofa VoCC planning group to develop a site specific contingency plan.

b) Establish emergency contacts; Chain-of-Command; lines of communication;

c) provide for an emergency power source;

d) waterproof sensitive electrical components;

e) protect office records, electronic equipment, computers, etc; and

f) Make sure all elevated storage tanks and reservoirs are filled to capacity and are secure.

Keeping good records is one of the most important emergency preparations a water system can make. 1ms

will help the system's efforts in assessing damage and evaluating restoration costs. Videos and

photographs are excellent tools to inventory assets before a disaster and to document damage afterward.

Depending on where your water system is located and what type of disaster it's likely to face, the system

will have to customize its emergency management plan to meet the system's most immediate needs before

and after a natural disaster.




Contingency Plans address problems what may be needed to overcome a water supply shortage or a

pollution incident that impacts the systems ability to supply an adequate quantity ofsafe drinking water to

the public. Contingency Plans help communities answer questions such as:

a) What are the most likely and significant threats to local water supplies?

b) What specific steps should be taken to address existing and/or potential threats?

c) Who is responsible for each step in responding to emergency situations, and how will response

actions be coordinated?

d) Where can temporary and permanent replacement water supplies be obtained, ifneeded?

e) Where can technical,logistical, and financial resources be obtained?

An important part in aquifer protection is to be prepared for an emergency situation. This ensures that

local communities have measures in place to deal with accidental spills or contamiriation of a water supply

source. This should include an emergency response plan that can provide short-term water supply

alternatives and, if necessary, long-term. or permanent water supply alternatives.

If contaminants are released into the environment, a lo.cal team should be in place to implement

emergency response procedures. These procedures must include the appropriate provincial and federal

officials to contact, the appropriate equipment to have on hand and a well organized action plan. The appropriate provincial government agencies should be contacted to see what is already in place. These

agencies can provide both information and guidance in developing a local emergency response plan.

The existing VoCC groundwater supply wells are not completed to current BC GPR codes and lack a

properly installed surface seal.

One way to lessen the impacts of any accident impacting the three existing wells is to complete a new well

close to the existing PW#l (further south) and complete the well to the updated code with a better surface

seal and outer conductor casing. This manner of construction while not a perfect solution may provide a

better long term solution until the existing wells could be inspected and determined to be safe to use or not

pending an accide:pt. Kala has provided costing under separate cover to the VoCC for the construction of

a new well.

o Education programs (news releases, brochures, etc.) , and;

o Surface and groundwater monitoring.

7.3 Task 6 - Monitoring

Based on the completion of Tasks 4-5, Task 6 would comprise a comprehensive qualitative and

quantitative groundwater (and surface water) monitoring program. The configuration and scope requires

additional site assessment.




8.0 CLOSURE

Please find attached a detailed description of the terms, limitations and constraints applicable to Kala

involvement within this project and the uses of this report.

If there are any questions regarding this document please contact our Kamloops office at your

convenience.

Report Prepared by: Kala Groundwater Consulting Ltd.

Per: Paul J Blackett, AScT. Senior Project Manager

Reviewed by:

Per: Larry C. Topp, P.Geo. Hydrogeologist

Distnbution: 3 copies - Village ofCache Creek 2 copies - Kala Groundwater Consulting Ltd,




REFERENCES

The following are all of the outside papers, books, and research reports referenced in this manual.

• Groundwater - R. Allan Freeze and John A. Cherry. Prentice-Hall, Inc., Englewood Cliffs, N.J.

1979.

• Groundwater and Wells, 2nd Edition-Johnson Filtration Systems Inc. -1986.

• Sophocleous, M. A., 1997, Managing water-resources systems? Why "safe yield" is not

sustainable: Ground Water, v. 35, no. 4, p. 561.

• BC Ministry ofWater, Land and Air Protection, March 2003, Well Protection Toolkit.

• Cache Creek, British Colwnbia, Groundwater Supply Evaluation, November 4, 1999. Prepared by

Kala Groundwater Consulting Ltd.

• Woller, Dorothy M., and Ellis W. Sanderson, 1976, Public GroundWater Supplies in Putnam

County illinois State Water Survey, Champaign. IL.

• Aquifer Test User's Manual, Waterloo Hydrogeologic Ltd.




TABLES

. ; ~

'. ¥PI1~' '"Ja,',:'

n,f"

e':',;,' ,., r:,

b¥a". ":~: ~pr: ,.¥~ ~'J~ "Jul ::i\u:

.. g'§~' :,;

:Ol?::'

t~o ", v .'

"De ·,:c·:

Tot .-,,··:

Average Monthly .

Precipitation (mm) 22. 9

14. 4

11. 7

14. 6

24. 4

35. 2

29. 5

29. 1

28 16. 2

24. 1

28. 9

279

, Average temperature r c) 4.2 0.4 4.8 9.7

14. 4

18. 1

21 20. 5

15. 3 8.5 1.8 --3

o.:. 2.4 Dry sand and gravel, minor flnes 0 - 2.4 Dry sand and gravel, minor fines

2.4 ~ 7.6 .' Stratified sand and gravel

satW'ated

2.4 - 6.0 Stratified sand and gravel saturated

7.6- 9A4 Water bearing gravel 6.0 - 7.0 Grey clay and silt ... ' ":,:

, , ,Depth Soil Description Depth Soil Description

o.:. 2.4 . Dry sand and gravel, minor fines 0 - 6.4 Saturated sand and gravel, minor fines

2.4 • 6.0 Stratified sand and gravel

saturated

,6.0:. 7.01 : Water bearing gravel

Depth Soil Description

, 0- 5.18 ' ' Dry sand and gravel, minor fmea 5.18 ~ 21.9 Silt and clay

21.9.33.5 Water bearing coarse sand



Preliminary Findings March 27! 2007

"' .":Tabl~3·ExiStingWaterWells •....... .... . .. ,'.'

!'. ::El· EI' ....-t ...

',,2.' . 0'. 'L. .' .~...

o- 0.6 00: Topsoil

0.6 - 12.2 m: till 12.2 - 28.7 m: Dirty sand & gravel, some

Dist.: 102 water 19814740

1 Plan: 60.96 4.10 NA3 -10GPM 03-16

Lot: 28.7 - 46.0 m: Clay

46.0 - 54.9 00: Till

54.9 - 61.0 m: Sand and gravel

0- 0.3 m: Sand and gravel. .

0.3 - 12.5 m: Till

Dist.:l02 12.5 -18.3 m: Dirty san.ti and gravel 4747 1981

Plan: 62.79 18.3 - 28.7 m: Sand & gravel o NA2 03~257

Lot: 28.7 - 51.8 m: Clay

51.8 - 59.7 tn.: Sand and gravel

59.7 - 62.8 m: Clay

o- 2.4 m: Brown sandy loam

2.4·~ 6.4 m: Brown silty sand and gravel Disl.: 102

o. 5729 - fine to medium with cobbles 19873 Plan: 14.63 o 1.83

7 6.4 - 15.2 m: Brown sand and gravel- fine 07-24Lot:

to

coarse (cleaned)

o- 1.5 m: Topsoil- sand and loam

1.5 - 6.1 m: Gravel Dist.: 102

6.1 - 12.5 m: Till 5419 Plan: 1984

4 12.5 -16.8 m: Gravel 44.10 1.8325.30o 29150 10-24 16.8 -17.4 m: Clay

Lot: A 17.4 - 21.9 m: Gravel with clay binder

21.9 - 25.3 m: Gravel

Dist.:l02

5418 Plan: 5

19396

Lot: 1

Dist.:

4

0- 0.9 00: Brown silt and stones 4144 1979

0.9 - 1.8 m: Dry packed sand with silty o(?) 2.44Plan: 6.866 1 01-01

binder and some wood Lot:




7 4144

7

Dist.: Plan:

Lot:

4.57

1.8 2.4 m: Dry gravel

2.4 4.3 m: WB coarse sand and gravel

4.3 6.0 m: WB coarse sand and fine gravel

6.0 6.9 m: Packed blue silt and stones

0- 1.2 m: Brown silt and stones

1.2- 1.8 m: Dry fine gravel and sand

1.8 - 2.1 m: Dry coarse gravel

2.2 - 4.3 m: WB sand and gravel,

somewhat

tight 9' -10', large pieces of

wood, swamp gas

4.3 - 4.6 m: Firm brown clay, packed blue

silt and stones

19790 NA

01-01




. . ,

Ta~le 3 -EiiStingWat~r :WeDs Contiillled: '."'.' -:.' ". '. .' ';" ..: :':".:". . . . '.. .' .... , . ,".. '

... ' r>, "," .. 'C" .•.... ..••...•• -:.: •..••.. :.....c·o .. ....-:.~. ., ..:~': .:.-:~ 'g

'" '.. ' ...•.:.•.. :.:.'.~;.•...•...: :.. :.'.~ : \=~ ..: .. - :.i~ ,1;>.. • : >:.... .~. ··Oc:l<

8 1808

2

Dist.:

Plan:

Lot:

13.26

1963

-06

01

1.52'5.04

0- 6.7 m: Silt and little clay

6.7 -10.7 m: Gravel and sand

10.7 - 11.0 m: Gravel, sand and little clay

11.0 13.3 m: Gravel and sand

9 4130

8

Dist.:

Plan:

Lot:

7.01

o 1.4 m: Brown silty clay with stones

1.4 2.4 m: Dry gravel

2.4 6.0 m: WB co~e sand and gravel,

fine

to medium gravel

6.0 7.0 m: Blue silt and stones

o(?) 2.13

1979

-01

01

10 4145

2

Dist.:

Plan:

Lot:

6.40

o 0.9 m: Silty clay

0.9 2.4 m: Black silty sand


4.3 4.6 m: Layered sand and brown clay


(heaving)

5.5 6.4 m: Blue silt and stone

5.67 NA 1979

-01

01

.U 1611

8

Dist.:

Plan:

Lot:

18.29

0 3.4 m: Gravel fill 3.4 - 5.8 m: Gravel with some binder

5.8 -16.8 m: WB gravel and sand

16.8 - 18.3 m: Silty clay

6.93 4.27

1959

-09

01

12 4143

9

Dist.:

Plan:

Lot:

6.10

0 1.8 m: Brown stoney clay (silty)

1.8 2.4 m: Black silt with stones

2.4 4.9 m: WB coarse to fine gravel with

some sand - becoming finer after

4.0m

4.9 5.3 m: Firm brown clay

5.3 m: Blue silt and stone

6.3 1.83

1979

-01

01



Preliminary Findings March 27.2007

.' Tal,)le 4 ~ 2000~~09~hecipitatiob.· at Iqliilloops* '. Precipitation (ttl1i).) '. '.. 200.Q .. :'. ,2001, .... , 2002·: ., 2093: ..' 2004,.'

. Jan 26.5 15.8 18.5 18.8 32.4 24.1 Feb 11.4 8.6 11.1 3 13.4 17 Mar 20 16.2 19.2 19.3 11.2 16.6 Apr 6.1 5 7 43.4 11.5 0.2 May 34 8 46.7 26.5 52.1 19.7

. Jun 27.6 49.6 21.2 38.5 23.4 86.2 Jul 34 73.2 17.6 1.8 39.6 4.6

Aug 25.3 0.6 13.2 1.6 55.5 13.9 Sep 29.8 7.4 13 16 38.9 31.5 Oct 23.6 21.7 6.1 15.1 30.8 48.1

. Nov.'. 9.3 12.6 9.4 26. 39.1 32.2 bec 29.1 34.8 38.4 3.9 31 12.9"''''

. ··Total 276.7 253.5 221.4 213.9 378.9 307.0

.DisCrepa~y against

. the A~erage(%) . -0.8 -9.1 -20.6 -23.3 35.8 10.0

... Envrronment Canada

.... www.theweathemetworlc.com


R05716- Village ofCache Creek Framework for Wellhead Protection Analysis


Table S~ Registered Co~UmiDatedSites .'

:.'. .. . , ..

.' .. . Status '.~~tCNO;: ...Address .Desc#P..

ticin . . statUS· .., .. ': .Category .'·ID . . ' .

1592 Cariboo FORMER SHELL ACTIVE - UNDER8200 UNRANKED1

Highway SERVICE STATION REMEDIATION

COPPER CANYON ACTIVE - UNDER1340 Highway

2 5861 CHEVRON - CACHE UNRANKED97 North REMEDIATION

CREEK FORMER BUS

1293 Canboo ACTIVE - UNDERGARAGE, VILLAGE OF7053 UNRANXED3

Highway 97 ASSESSMENTCACHE CREEK.

1097-1108 South Trans ACTIVE - UNDERSHELL AND ESSO

4 1636 UNRANKEDSTATIONS REMEDIATION

Highway

1094 Collins

Canada

BC TEL - CACHE ACTIVE - UNDER UNRANKED5 1630

ASSESSMENT

1046-1064

Road CREEK ACTIVE SMALL SITE,

6 6209 Trans Canada OASIS HOTEL ASSESSMENT SIMPLE Highway CONTAMINATION

827 south Trans COMPLETE

827 SOUTH TRANS INACTIVE - NO UNRANKED6186 Canada7

CANADA FURTHER ACTION Highway

1025 Trans SMALL SITE, FORMER CACHE ACTIVE - UNDER

SIMPLECREEK. CHEVRON,8 6874 Canada REMEDIATION

Highway comAMINATION

834-854 South SOUfHSIDE

FERGIES TIRFJNIFTY

9 FIFTIES, CACHE UNKNOWN STATUS UNRANKED flighway

Trans Canada 6185 CREEK

959 Trans HUSKY CARITRUCK ACTIVE - UNDER

UNRANKED10 287 Canada ASSESSMENTSTOP #1125

. Highway

KALA GROUNDWATER CONSULTING Lro.

• Legend: KALA GROUNDWATER CONSUL TlNG LTD.

a VERNON KAMLOOPS I-----------------------------t Client: Village of Cache Creek

1314 McGILL ROAD KAMLOOPS, BC, V2C 6N6 1------=---------------------/ TEL. (250) 372-9194 FAX (250) 372-9398 Project Description: Framework for Wellhead Protection

Notes: This diagram is for conceptual purposes only. Locations and configurations are approximate only.

Ref: Soft Map

Drawn by: MLS Cache Creek, B.C.

Date Dec 2006 Diagram: Site Location Plan

Approved by: Scale: 1:50000 Ref: 5716 File Ref: 05716Fig1.ppt Fig: 1

Farmers Field

-or.. Baseball Field

34.6 m

MOE Sampling Well ~decommissioned deep well)

B '-',, \ I \, I I

I

onapart,

River

-$-well 6 (deep well)

Legend:KALA GROUNDWA TER CONSUL TlNG LTO. Water Well Location

VERNON KAMLOOPS

Client: Village of Cache Creek 1314 McGill Road Kamloops, BC V2C 6N6 Tel. (250) 372-9194 FAX (250) 372-9398 Project Description: Framework for Wellhead Protection


Drawn by: MLS

Date: Jan. 2007 Diagram:

Cache Creek, B.C

Site Layout Diagram

Approved by: Scale: as shown Ref: 05716 File Ref: 05716 Fig2.ppt Fig: 2

-=....~-..cr ~ .....a.-t-SD._~""" ~ .....~e:.-.-....t__ (JQ3IT.-J~. CXQ7141Mt

K'$d~c..ar:I'IJ,;;;""

Major StrMt Network --HIGHW'.Y

--IoIAJ()R

- PROPOS£/)

_. SlllE\'AI.K

o VtW.GE IIOONllARY II Tow-

I VIllAGE OF CACHE CREEK

OFFICIAL COMMUNITYPLAN- . - Cemetery

Bylaw No. 599, 1998 I . I IVlrI 1 . \

MapA LAND USE PLAN

Draft Plan Pendinq Council Aooroval March 2007 courtes

I Legend:i!iIIl~~~KA~L~A~GR~O~UN.'-!!!f,D~W~A~TE~R~C~O~N~SU~'L~T~'lM~G~L~T;D.

VERNON KAMLOOPS I I KAMLOOPS, BC, V2C 6N6 I Client: Village of Cache Creek

1314 McGILL ROAD TEL. (250) 372-9194 FAX (250) 372-9398 IProject Description: Framework for Wellhead Protection


Ref: Soft Map

Drawn by: MLS Cache Creek, B.C.

Date March 2007 Diagram: Official Community Plan

Approved by: Scale: as shown Ref: 5716 File Ref: 05716Fig3.ppt Fig: 3

8

GSC Map 1405A , Paper 74-49 Ashcroft, R.C.

Scale 1:126,720 1 Inch lD 2 miles

KUomelru ~ .0 ), 6 ~_9 KllO!Il41h,)

............. ~ ._-~ Milu2 n , 4 Mills

Surficial Geology Legend

Colluvial blanket and colluvial veneer; lak.es form of under1ying sufface includes slopewash, IRCb I minor talus, talus stablUzed by vegetation; includes small area of rock outcrops

o Drift Blanket. mosLly gravelly liW >2 m thtck; enough to mask small relief 'ealures of bedrock

~

suurlace: areas of stratified drift and coHuvium may be included

Till Blankel (diamicton) >2m thick enough to mask small relief freatures of bedrock

Ground Moraine lill (diamicton):> 2 m: undulating; not controlled by form of under1ying bedrock

~ Alluvial floodplaIn; gravels, sands. and minor overbank sih. plaio whh shaUow channels

B Alluvial (fluvial) deposits; sih, sand; <2 m of overbank deposits of ftoodpJan or toe of alluvial fan

G Drift Veneer: mostly gravelly 1iI1; <2m tnlck

GSC Map 42-1969 Sheet 1 Geology Ashcroft BC Scale 1:250000· £chelle 1/250000

Itlla.'un is. __ J 5 IG 15 20 KilG"lHln

~

Univeruf TtIRlYW" Metalb P,.1IIon f"rrOIee!lGnftlln""UIlIYaf:HlIe. ~ C Crown ~ 'Ulrwed © DrOita d... c.......,. ..........

Bedrock Geology Legend

m Mailnly basalt and andesite, local rhyolite, breccia, luff and sandstone

Eastern Beh of the Cache Creek Complex; melange whh radiolarian chert and etlert- argillite matrix, blocks of limestone, chert, basah. I!'Teo I local utlramaftcs, and rare lelsic volcanics similar 10 Ihose in VVestem Nicola Group; basah. pillow basah gabbro

Chert grain sandslone and congiomerale. minor shale, posslblly correlates wi1h part 01 Pasaylen Group -VVestern Volcanic facies of Nicola Group; mafic 10 felsic pyroclastics, argillites. sands!one, local carbonate

B Diorite, gabbro, syenite, granhe and local ultramafic rock of Iron Mask Balholi1h and similar alkaline Intrusions

Legend:KALA GROUND WA TER CONSUL TING LTO.

VERNON KAML()()PS Client: Village of Cache Creek

207·220 4th AVENUE KAMLOOPS, BC, V2C 3N5 Project Description: Framewor1< for Wellhead Protection TEL. (250) 372·9194 FAX (250) 372-9398 Cache Creek, B.C.

Drawn by: MLS Notes: This diagram is for conceptual purposes I----------!-::-:------=---=--:-:--:-----=--=----:--------------------j

only. Locations and configurations are Date: March 2007 Diagram: Surficial & Bedrock Geology approximate only.

Approved by: Scale: As Shown Ret 5716 File Ret 5716Fig4.ppt Fig: 4

Aquifer #

133

134

135 I

1314 McGILL ROAD TEL. (250) 372-9194

Materials Classification Ranking Value I Size (Km2)

Sand and Gravel IC 12 I 1652 Cache Creek Lower

Sand and Gravel IA 14 15.223I I I Cache Creek Upper

Sand and Gravel IC III I I 9.99 Semlin

Productivity Demand Vulnerability

High High Low

High High High

High High Low

KALA GROlfNDWATERCONSlfLTlNG LTD.

VERNON KAMLOOPS

KAMLOOPS, BC, V2C 3N5 FAX (250) 372-9398


Ref: http://srmapps.gov.bc.ca/apps/wrbcJ

Drawn by: MLS

Date: March 2007

Approved by:

Legend: • Water Well -9 Location ofYCC Wells 109IIC(9)Location (MOE) Aauifer Label

Client: Village of Cache Creek

Project Description: Framework for Wellhead Protection Cache Creek, B.C.

Diagram: Aquifer Mapping Diagram

Scale: approx. 1:20,000 Ref: 5716 Fig: 5File Ref: 05716Fig5.ppt

Client: P . t

rOJec

VERNON J(A,"fLOOPS

Protection

Scale: As Shown

Diagram: Approved by:

Date: t.4AR 2007

KALA CROUNDWA TER CONSUL TINC LTD.

1314 McGILL ROAD KAMLOOPS, BC. V2C GNG TEL. (250) 372·9194 FAX (250) 372-9396

Drawn by: t.4LS Nolet: This d'109ram i. for conceptual purpOin only.

locations and conflClUf"otionl ore approximate only.

Fig: 6

azing, manure spreading and forestry activities

SITE 10

287 6185 6874 6186o 200 400 600 800

orizontal Scale in meters c= """11636

6209 5861 1

053 200

630

Legend:KALA GROUNDWATER CONSULTING LTD.

VERNON KAMLOOPS

DESCRIPTION

Husky Service Stalian Fergies Tire

Substance Migration Service Station Service Stations (2) Substance Migration

Chevron Service Station

Service Station Shell Service Station BC Tel Tank Removal

Drawn by: MLS Notes: This cflO9rom is for conceptual purposes only,

Iocalions and canr,gurotians are approximate only. Dote: March 2007 Diagram: Potential Sources of Contamination

Approved by: Scale: As Shown Ref: 5716 IFile Ref:05716 Fig 7.dwgl Fig: 7

KAMLOOPS

Potential Source locations considered site verification required

1314 McGILL ROAD KAMLOOPS, BC, V2C 6N6 Client: Village of Cache Creek TEL. (250) 372-9194 FAX (250) 372-9398 .

1---------------,----------, PrOject Description: Framework for Wellhead Protection Drown by: MLS Cache Creek, B.C.

Noles: This dioqrom is for concept\l'Ol purposes only, Dote: MAR 2007 Diagram:

Approved by: iocotions C)l"Wt conr.guralions or. oppioximote onty.

Scale: As Shown Fig: 8

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