I P W L E G E D AND CONFIDENTUL INFORMATION 1

January 30,2001 File Reference: Glenmorel2Prod.doc

REPORT OF FINDINGS

GLEMORE-ELLISON IMPROVEMENT DISTNCT GROUND WATER DEVELOPMENT PROGRAM

KELOWA MuNI%IpAL AIWORTSITE CONSTRUCTION OF 12-INCH PRODUCTION WELL

Prepared for: Glenmore-Ellison Improvement District

Attn: Mr. Mike Rojem - Manager

Distribution: 2 Copies GEID 1 Copy Kaln Files

Reviewed by:

Paul Blackett, A.Sc.T. Environmental Technologist

2 #3 - 3107A - 31st Avenue, Vernon, B.C. VlT 2G9 . Tel: (250) 545-1720 0 #207 - 220 4th Avenue, Kamloops, B.C. V2C 3N6 . Tel: (250) 372-9194

Fax: (250) 545-1720 E-mail: Kalapal@mindlink.net

Fax: (250) 372-9398 E-mail: Kalapac@kamloops.net

TABLE OF CONTENTS

TABLE OF CONTENTS ..................................................................................... LIST OF FIGURES .............................................................................................. LIST OF TABLES ...............................................................................................

SECTION 1.0

SECTION 2.0

2.1

2.2

2.3

SECTION 3.0

3.1

3.2

SECTION 4.0

4.1

4.2

4.3

4.4

SECTION 5.0

5.1

5.2

SECTION 6.0

SECTION 7.0

INTRODUCTION ................................................................

BACKGROUND ...................................................................

Site Description ..................................................................... Existing Water Wells ............................................................. Original Six-Inch Testwell at Airport .....................................

DESCRIPTION OF STUDY PROGRAM ............................. Drilling and Well Completion ................................................

Aquifer Testing .....................................................................

PROGRAM FINDINGS ........................................................ Drilling .................................................................................. Well Completion .................................................................... Results of Pumping Test ........................................................ Water Quality ........................................................................

DISCUSSION OF RESULTS ............................................... Sustainable Safe Yield of 12-inch Production Well ................. Pumping Level Projections .....................................................

SUMMARY AND CONCLUSIONS .....................................

RECOMMENDATIONS ......................................................

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APPENDICES

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A - Report Figures B - Pumping Test Data C - Water Quality Analysis

LIST OF FIGURES (Appendix A)

FIGURE 1 Site Plan

FIGURE 2 Well Completion Diagram

FIGURE 3 Locations of Neighboring Wells

FIGURE 4 Grain Size With Depth

LIST OF TABLES

Page

TABLE 1 Summary of Iron and Manganese Concentrations ................... 8

10 . . TABLE 2 Pumping Level Projections .....................................................

1.0 INTRODUCTION

The present program of water well construction and testing has been carried out at the request of the

Glenmore-Ellison Improvement District (GEID) to develop a 12-inch production well, which will be used

as a supplementary source of water for the District’s water supply system. As shown in Figure 1, the new

well is located at the northwest end of the Kelowna Municipal Airport along Old Vernon Road. Verbal

confirmation to proceed with the well completion program was provided in late September, 2000, by Mr.

Mike Rojem, Manager of the Glenmore-Ellison Improvement District.

Background information for the present well construction program, was provided by the results of a

groundwater investigation (see report dated June 17*, 1999) conducted during April and May of 1999

under the supervision of Kala Groundwater Consulting Ltd. (Kula). During the investigation, a six-inch

testwell was completed with well screens set between 244 and 264 feet. Results of testing at this depth

interval indicated that the water quality exceeded the aesthetic limits for iron and manganese. In August of 1999, the well screens were pulled from the original setting and re-set at I80 to 200 feet. The quality

from the shallower zone was suitable and a potential yield of at least 750 USgpm was projected. It was

recommended that a large diameter production well be constructed.

The present program has involved the drilling of a 12-inch (305 mm) diameter production well,

completed with 25 feet (7.6 metres) of 12-inch telescopic well screen. Upon completion of the well, a 24-

hour pumping test was conducted and water samples collected for a chemical and bacteriological analysis.

The following report outlines the nature of the drilling and testing program and provides a discussion of

the results. In addition, recommendations are made with respect to a safe pumping rate, pump setting and

water level monitoring to evaluate long-term performance of the well and aquifer. In the section which

follows, a brief account of the existing conditions is provided. Detailed information including water

quality, the driller’s litholog, sieve analysis and pump test data is attached to the Appendices. ,

Kah Groundivater Consulting Ltd. Page 1

2.0 BACKGROUND

2. I Site Description

The drilling site selected for the present program is located at the nortanwest end o the Kelowna

Municipal Airport along Old Vernon Road. The property consists of a small parcel of land situated

between the CNR right-of-way and Highway 97 (see Figure 1 attached). With respect to topographic

expression, the site is situated along the floor of a tributary valley system, which drains in a southward

direction from Winfield into Okanagan Lake. The valley contains Wood and Ellison Lakes, plus the

lower reaches of Kelowna Creek before it drains into Okanagan Lake at Kelowna. The Elevation of the

study area is approximately 1450 feet (442 metres) AMSL, compared to an elevation of 1140 feet (347

metres) AMSL for Okanagan Lake near the bridge crossing to Westbank.

According to a report prepared by H. Nasmith (1962), the surficial deposits occurring along the valley

bottom (study area) and towards the eastern valley wall, have been designated as alluvial fans, deltas and

associated stream channels. These deposits are underlain by a thick sequence of fine sand and silt

material. The latter formation consists primarily of valley fill deposits associated with the Kalamalka-

Wood Lake Valley, which is a minor valley system running parallel to the main Okanagan valley.

!

Moving a little further west, the surficial deposits have been mapped as glacial fluvial, consisting of

coarse sand and gravel, which is apparent at the gravel pit located on the Pier Mac property. According to

the report prepared by H. Nasmith, the coarse gravel material is kettled outwash of glacial origin. The

closed depressions evident throughout the general area are kettle holes formed by the melting out of

blocks of glacial ice. It is Kala’s opinion that the drill site selected for the present program is located

within a transitional zone between the two types of deposits previously djscussed in this section.

1%

2.2 Existing Water Wells

Existing wells in the general area range from low capacity domestic wells to high yielding irrigation

welIs, depending on location, method and depth of completion. Several flowing wells and springs are

located along the valley bottom east of Highway 97, which discharge into Mill Creek. Logs of existing

wells demonstrate considerable variation in lithology, extending across the valley bottom and towards the

eastern slopes.

Kak9 Groundwater Consulting Ltd. Page 2

A high capacity well was drilled under the supervision of Kalu in 1992 for the Glenmore-Ellison

Irrigation District on property located immediately east of the Quail Ridge Golf Course. Based on the

drilling results, the subsurface material at this location was grouped into three units as follows:

Depth Interval (in feet) Litholopic Description

Geologic Classification

0 - 59 Coarse sand with cobbly, bouldery, Kettled outwash gravel, brown

59 - 99 Clay with sand and gravel Alluvium

99 - 257 Fine to medium sand with gravel and some cobbles

Glacial fluvial

A 16-inch production well was completed in the sand material encountered between 195 and 257 feet

(59.6 and 78.3 metres). The well was constructed with 62 feet of well screen and has a projected long-

term yield of 2000 USgpm with a specific capacity of 6 1 USgpm/foot of drawdown.

More recently, KaZa supervised the construction of an %inch production well at the request of CRC

Construction Ltd. for the Phase I1 Quail Ridge Golf Course expansion. The new well is located approximately 1 km south of the present drill site on the west side of Highway 97. It is completed with

42 feet (12.8 metres) of well screen to a total depth of 216 feet (65.8 metres). The safe long-term

projected yield for this well is theoretically in excess of 1000 USgpm. Taking into account well design

factors however, the well was rated at 650 USgpm. A partial water quality analysis for the well is

included in this report.

Other high capacity wells located in the immediate vicinity include the source wells supplying the airport,

the wells providing irrigation water for the golf course located immediately south of the airport and the

well located on the east side of the airport along Old Vernon Road, which supplies the Glenmore-Ellison

Improvement District. Most of these wells have yields rated at upwards of 500 USgpm. Locations for

some of these wells are shown in Figure 3 attached.

2.3 Original Six-Inch Testwell At Airport

During the completion of the 6-inch exploratory testhole, which was drilled by the cable tool method,

saturated conditions were encountered at approximately 40 feet (1 2.2 metres) below surface. Material

Page 3 Kak

Groundwater Consulting Ltd.

above this depth consisted mainly of brown sandy clay with minor gravel. The subsurface material

encountered within the zone of saturation between 40 and 208 feet (12.2 and 63.4 metres) consisted

predominantly of coarse clean brown sand and gravel, with layers of fine sand containing varying

amounts of silt. One of the intervals, 175 to 183 feet (53.3 and 55.8 metres) contained streaks of clay.

There was a color change from brown to grey at 208 feet (63.4 metres) and the granular material was

predominantly finer grained to the base of the testhole. A plot of the 40 percent grain size retained (well

screen design size), as per sieve analysis versus depth is shown in Figure 4. It is interesting to note the

extreme variation in screen size with depth, varying from a #90 slot (90 thousandths of an inch) near the

top interval to a #20 slot at the bottom.

As noted in the introductory section of this report, the test well was originally completed with screens set

between 244 and 264 feet. Results of testing at this depth interval indicated that the water quality

exceeded the aesthetic limits for iron and manganese. In August of 1999, the well screens were pulled

from the original setting and re-set at 180 to 200 feet. The quality from the shallower zone was suitable

and a potential yield of at least 750 USgpm was projected. It was recommended that a large diameter

production well be constructed.

In addition to the improvement in water quality, the aquifer at the shallower depth has a slightly higher

coefficient of transmissivity. This is based on the results of a six hour pumping test which showed a total

drawdown of 10.37 metres (34.02 feet) at the end of the test, pumping at a constant rate of 285 USgpm.

This compares to a total drawdown of 12.41 metres (40.71 feet) after the same time interval, pumping at

an average rate of 290 USgpm during the original pumping test (May 26", 1999).

Kaka Groundwater Consulting Ltd. Page 4

3.0 DESCRIPTION OF PRESENT PROGRAM

3.1 Drilling and Well Completion

Based on competitive price and availability, Dan-Gare Drilling Ltd. of Vernon, B.C. was selected for the

drilling project. The production well was drilled with an air rotary drilling rig equipped with a casing

hammer. With this type of drilling equipment, the casing is advanced as drilling proceeds, and the nature

of the subsurface material is determined by examining drill cuttings lifted to surface with the drilling rig's

air compressor. Preliminary estimates of well yield are made in a similar manner, by measuring the

quantity of water lifted to surface with air. Because of the large diameter of the casing, a second auxiliary

compressor was used to increase the volume of air.

The drilling was conducted with 12 inch casing and after penetrating the target water-bearing zone (1 85 to

21 1 feet), a well screen assembly was installed to the bottom. The casing was then pulled back to expose

the screens and the well was developed by surging and jetting with compressed air.

3.2 Aquijer Testing

In order to evaluate the safe yield of the new well, a 24-hour pumping test was conducted starting on

January 17", 2001. Pump testing services were provided by Aqua Tech Services of Kelowna, B.C.,

working under the supervision of Kulu.

During the test, water pumped from the new 12-inch test well was conveyed through solid 4-inch PVC

pipe and discharged to waste into a drainage ditch, which conducted the flow of water southward from the

site. The discharge rate was monitored using a conventional circular orifice meter and water levels in the production well and original 6-inch test well were measured with an electric well sounder. Near the end

of the pumping interval, water samples were obtained and forwarded to Car0 Environmental Services for

a water quality analysis. Upon cessation of pumping, recovery was measured in the production well for a

one hour period.

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K& Groundwater Consulting Ltd. Page 5

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4.0 PROGRAM FINDINGS

4.1 Drilling

Based on the results of the original explora ory test drilling and the present production well drilling

program, a summary of findings regarding the surficial geology and hydrogeological conditions is

outlined as follows:

0 The original exploratory testhole at the Kelowna Airport was drilled to a total depth of 270 feet (82.3

metres) with the cable tool method and approximately 220 feet (67.1 metres) of water-bearing sand

material was encountered;

0 The gain size of the water-bearing material was variable and ranged from a coarse sand with gravel to

layers of fine sand with some silt. The 40 percent retained on the sieves (well screen design size)

ranged from a #20 slot to a maximum of #90 slot;

0 The formation material turns from a brown to grey color at 208 feet. The material above the 183 foot

depth interval contains dirty sand with clay streaks between 158 and 183 feet. Above the 158-foot

interval the material is excellent (coarse grained), but it was decided that screening in this interval

will limit the total available drawdown in the well.

During the construction of the new 12-inch production well, some water samples were obtained while

drilling through the 135 to 160 foot zone to establish iron and manganese concentrations for hture

reference. Results of these tests are discussed in Section 4.4 on water quality.

1. 4.2 Well Completion

Following completion of the 12-inch drilling to the base of the upper aquifer (183 to 210 feet), a

production well was completed with 25 feet (7.6 metres) of 12-inch (305 mm) telescopic well screen set

from 185 to 21 1 feet (56.4 to 64.3 metres) below surface as shown in Figure 2. In addition a 2- foot riser

and “Figure K” packer is attached to the top of the well screens, bringing the top of the assembly to 182.7

feet (55.7 metres) below ground level. The well screens used in the new well are high flow construction,

designed to provide more open area per foot of screen and consequently higher production. Based on

Page 6 Kak

Groundwater Consulting Ltd. .

results-of the sieve analyses, the screen slot size selected consists of #20 slot (20 thousandths of an inch openings) set from 185.0 to 200.7 feet and #18 slot set from 200.7 to 21 1.0 feet below surface. Following

instgllation of the well screen assembly, the well was developed by surging and jetting with compressed

air until a sandsilt free condition was achieved.

4.3 Results of Pumping Test

Results of the pumping and recovery tests have been plotted on semi-log and log-log graphs of drawdown

versus time (residual drawdown versus time for recovery) and an interpretation of the aquifer parameters

and sustainable yield made on this basis. Detailed pumping test data and plots are included in Appendix

B of this report.

While pumping at a constant rate of 500 USgpm, the total drawdown observed in the new 12-inch

production well was 24.60 feet (7.50 metres) after 24 hours. This represents only 18 percent of the total

available drawdown in the well. It was also noted that the drawdown occurred at a steady rate of 0.7 feet

(0.21 metres) per log cycle.

The total drawdown interference noted in the 6-inch observation well, located 42.5 feet (12.95 metres) to

the northeast was 2.46 feet (0.75 metres) at the end of the 24-hour pumping interval. The rate of

drawdown in the observation well was approximately one-half of that noted in the production well and

amounted to 0.4 feet per log cycle. Based on the results, a transmissivity determination for the aquifer,

using the Theis match curve method of analysis, is 3.2 x lo5 USgpdft.

Following cessation of pumping the 12-inch well recovered to within 98.5 percent of f i l l recovery in 60

minutes. A determination and discussion of safe sustainable yield for the 12-inch production well is

included in Section 5.0 of this report.

4.4 Water Quality

A copy of the certificate of analysis for water quality is attached to the Appendix C of this report. Based

on the results, the water quality for all parameters tested meets the “Guidelines for Canadian Drinking

Water Qualiw” with respect to health related parameters. As in the case of the six-inch test well (shallow

aquifer) the concentration of manganese at 0.057 mg/L exceeds the aesthetic objective of 0.05 m g L by a very minor amount and the nitrate level is slightly elevated, which we have no explanation for.

Page 7 Kak

Groundwater Consulting Ltd.

I

Depth Interval Iron 135-140fet 0.20 rngL 155 - 160 feet 0.47 m a

During the drilling the new 12-inch wel1,’some water samples were taken in the depth interval 135 to 160

feet and analysed for iron and manganese for future reference. A summary of the results is shown in

Table 1 following. It should be noted that the samples were obtained with the drilling rig’s air

compressor and may not be total accurate.

Manganese 0.01 ms/L 0.02 mg5

K& Groundwater Consulting Ltd. Page 8

5.0 DISCUSSION OF RESULTS

i 5.1 Sustainable Safe Yield of I2-Inch Production Well

The long term yield of a production well is dependent upon a number of factors, the most important being

the hydraulic properties of the aquifer (transmissivity and storativity), availability of recharge to the

aquifer and the number of, distance between and pump rate of other wells in the same aquifer.

The long term yield of the new 12-inch production well at the Kelowna Airport over a 20 year period

assuming no interference from other wells and 70 percent consumption of available drawdown may be

expressed by the following:

I

Qto = 0.70 x Sa(Q)/(Sloo +5AS) Where :

QZO = 20 year continuous pumping rate

Sa = total available drawdown (138 feet)

Q = aquifer test rate (500 USgpm)

Slm = drawdown in pumped well at t=100 minutes (23.80 feet)

AS = drawdown over one log cycle (0.7 feet)

Applying this formula QZO = 1770 USgpm. __ -~

With a projected yield of this magnitude, Kala anticipates the question, then why was the test conducted

at only 500 USgpm? The answers to this question are as follows:

a) Quotations for a large volume test (1000 to 1200 USgpm) were cost prohibitive; and

b) It is currently planned to install a variable speed submersible pump in this well, meaning that if our yield projections are out by a small amount, alterations to the discharge rate can be easily made.

c) The well screen as installed is designed to transmit 750 Usgpm at an entrance velocity of 0.1 feet per

second.

Because of the excellent water quality, the entrance velocity of 0.1 feet/sec can be exceeded, and

therefore Kula is recommending that a pump capable of delivery somewhere between 750 and 1100

USgpm be installed in the new 12-inch production. I f it is decided to go with the higher pumping rates, it

Groundwater Consulting Ltd. Page 9

is recommended that during initial start-up drawdown measurements should be taken in both the

production and observation well to confirm projected drawdowns and safe well yield.

5.2 Pumping Level Projections

In order to aid in pump design and selection, gala provides a series of pumping level projections in Table

2 which follows. These projections are all based on continuous pumping for a seven day period.

At the time of preparing this report the top of casing was 2.0 feet above ground level at the site of the new

12-inch production well.

It is currently recommended that a pump setting for the new well be 175 to 180 feet below the top of

casing. All depths including the top of the screen assembly should be confirmed by the pump contractor

prior to installation.

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K* Groundwater Consulting Ltd. Page 10

6.0 SUMM4R Y AND CONCLUSIONS

Based on the results of the present groundwater exploration and evaluation program, Kufu provides the

following conclusions for the Clients consideration.

The present program has been carried out at the request of the Glenmore-Ellison Improvement

District to construct a 12-inch production well and to assess safe sustainable yield and water quality at

a site located near the north end of the Kelowna Airport. Background information for the well

completion program was provided by a preliminary groundwater investigation involving the

completion of a six-inch test well during the summer of 1999.

Based on the results of the exploratory and 12-inch drilling program, the subsurface material

encountered within the zone of saturation between 40 and 208 feet (12.2 and 63.4 metres) consisted

predominantly of coarse clean brown sand and gravel, with layers of fine sand containing varying

amounts of silt. One of the intervals, 175 to 183 feet (53.3 and 55.8 metres) contained streaks of clay.

Following completion of the l2-inch drilling to the base of the upper aquifer (183 to 210 feet), a

production well was completed with 25 feet (7.6 metres) of 12-inch (305 mm) telescopic well screen

set from 185 to 21 1 feet (56.4 to 64.3 metres) below surface as shown in Figure 2. In addition a 2-

foot riser and “Figure K” packer is attached to the top of the well screens, bringing the top of the

assembly to 182.7 feet (55.7 metres) below ground level.

During the pumping test, while pumping at a constant rate of 500 USgpm, the total drawdown

observed in the new 12-inch production well was 24.60 feet (7.50 metres) after 24 hours. This

represents only 18 percent of the total available drawdown in the well. It was also noted that the

drawdown occurred at a steady rate of 0.7 feet (0.21 metres) per log cycle. The total drawdown

interference noted in the 6-inch observation well, located 42.5 feet (12.95 metres) to the northeast was

2.46 feet (0.75 metres) at the end of the 24-hour pumping interval.

,.

Based on the test results, a transmissivity determination for the aquifer, using the Theis match curve

method of analysis, is 3.2 x IO5 USgpd/ft.

Kaka Groundwater Consulting Ltd. Page 11

0 The new well has a theoretical safe yield of 1770 USgpm. The well screen however is designed to

transmit 750 USgpm at an entrance velocity of 0.1 feet per second.

0 A copy of the certificate of analysis for water quality is attached to the Appendices of this report.

Based on the results, the water quality for all parameters tested meets the “Guidelines for Canadian Drinking Water Quality” with respect to health related parameters. As in the case of the six-inch test

well (shallow aquifer) the concentration of manganese at 0.057 mg/ exceeds the aesthetic objective of 0.05 mg/L by a very minor amount and the nitrate level is slightly elevated, which we have no

explanation for.

Kata Groundwater Consulting Ltd. Page 12

7.0 RECOMMENDAUONS

The following recommendations regarding the new 12-inch production well are made for the Clients

consideration.

0 Kala is recommending that a pump capable of delivery somewhere between 750 and 1100 USgpm be

installed in the new 12-inch production. If it is decided to go with the higher pumping rates, during

initial start-up drawdown measurements should be taken in both the production and observation well

to confirm projected drawdowns and safe well yield.

0 It is currently recommended that a pump setting for the new well be 175 to 180 feet below the top of

casing. A11 depths including the top of the screen assembly should be confirmed by the pump

contractor prior to installation.

0 In order to aid in pump design and selection, K Q ~ U provides a series of pumping level projections in Table 2 which follows. These projections are all based on continuous pumping for a seven day

period.

0 At no time should the new well be backwashed (allowing a sudden surge of water back through the

drop pipe and pump). This is because of the fine sand component comprising the aquifer and

consequently it is recommended that a check valve be installed above the pump;

The aquifer is protected from surface contamination by layers of silty fine sand and silty clay, but we

do recommend that a well head protection plan be adopted. Owners of land located within the well

capture zone should be informed, and they should be encouraged to take all measures necessary to

contain any large volumes of potential contaminants;

Groundwater Consulting Ltd. Page 13

0 Finally with respect to the new production well, provision should be made to include a water meter

for measuring production and also allowance should be made for measuring pumping and non-

pumping water levels in the well. The adjacent 6-inch test well could be used as an observation well

to monitor water levels in the aquifer, and a water level recorder or data logger could be used for this purpose.

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K W ' Groundwater Consulting Ltd. Page 14

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APPENDIX A

Report Figures

i

PlAN 57471

A

/ / /

3

Exls tlng Pipeline

D. L. 1 I9

I b PR@POSED WELL bt I lJ PUMP STATION

I

\

11796

Groundwafer Potential Ewlrrarion RoposedAirport Well

S I E P U N File Date: a ~ - f i r . ~ I ~ ~ i s m I FIGURE 1

KAU GROUND WATER CONSULllNC LIMITED

211.0 ft. 64.3 m.

n

1E 5!

185.0 ft. 56 m.

-

- m

7 ft. m.

Ground level

Water Level Jan. 17,2001 13.76 metres (45.15 ft) below top of casing

/

l t inch , steel, welded joint, / (.250") wall, main-string casing

GEID 12-inch Prduction Well Kelowna Airport Site

,Figure "K" packer

Two-foot steel solid riser pipe / /Drive shoe

Johnson's stainless steel, 12-inch telescopic well screen (High flow design) #20 slot (185.0 to 200.7 feet) #18 slot (200.7 to 211.0 feet)

Note: Not to scale

FIGURE 2 WELL COMPLETION DIAGRAM

.... . .. - - LOCA TIONS OF NEIGHBORING ~ L I S

I FIGURE 3 File --- -~___________________I____~ - KALA GROUNDWATER

CONSULTING LIMITED __

.

n

E3

E n

w ts X

w

100

120

140

160

180

200

220

240

260

280

GRAIN SIZE WITH DEPTH SCREEN SIZE (1000THS")

0 10 20 30 40 50 60 70 80 90

I Client Glenmore-Ellison Improvement District Groundwater Development Program

Kelowno Airporl Site GRAINSIZE WITH DEPTH

File I G I e n m o r c - A i r . D o c ~ ~ ~ 0 0 1 I FIGURE 4 -. _. ... . . ._ .. . .. ..... .. .~ . ...... .~- ...

KALA GROUND WATER CONSULTING LIMITED

APPENDIX B

Pumping Test Data

GEID . .

1440

12-inch Production Well Kelowna Airport

69.75 24.60 Obtain water samples

i

GEID 12-inch Production Well Kelowna Ariport

1

SEMI-LOG PLOT OF DRAWDOWN VERSUS TIME Time in minutes

10 100 1000 10000 0.00

5.00

10.00

rc I C .- 5 15.00 3 e n

0 U

20.00

25.00

30.00

Kala Groundwater Consulting Ltd.

GEID 6-inch Observation Well Kelowna Airport

I 01 46.031 0.001 I

48.39 48.39 48.43 2.40 Pumping rate: 500 USgpm

1440 48.49 2.46 Obtain water samples

L

GEID 6-inch Observation Well (r = 42.5 ft) Keloma Ariport

SEMI-LOG PLOT OF DRAWDOWN VERSUS TIME Time in minutes

1 10 100 1000 10000

Y

IC

Q) Q)

c .- 5 0 U 3 e n

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

Kala Groundwater Consulting Lfd.

, . ( .

.. .

Waterloo Hydrogeologic Pumping test analysis Date: 25.01.2001 New 12-Inch Production '

180 Columbia St. W. Theis analysis method Project: GEID Waterloo.On!mio.Canada Confined aquifer

r ph.(519)746-1798 Evaluated by: L.C.Topp

Pumping Test No. No. I

6-Inch Observation 6 inch Observation

Discharge 500.00 U.S.gaVmin

Static water level: 46.03 ft below datum

I Test conducted on: January 17th, 2001

Distance from the pumping well 42.49 ft

Pumping test duration Water level Drawdown

1--- I I I I I I 1

. .

Date: 25.01.2001 Waterloo Hydrogeologic Pumping test analysis New 12-Inch Production V 180 Columbia St. W.

ph.(519)746-1798

Theis analysis method Confined aquifer Waterloo.Ontario.Canada

1 lu lo-' 1 oo 10' Id 1 o3 1 o4 1 o5 1 o6 1 o7

Project: GElD

Evaluated by: L.C.Topp

Id

10'

1 oo

Pumping Test No. No. 1

' O - ~ 10-2

10-3

Test conducted on: January 17th, 2001

.- o 6 inch Observation

6lnch Observation

Discharge 500.00 U.S.gal/min

Transmissivity [ftVmin]: 3.04 x 10'

Hydraulic conductivity [Wmin]: 1.21 x 10'

Aquifer thickness [ft]: 25.00

Storatiiy: 9.70 x lo6

I

GElD 12-Inch Production Well Kelowna Airmrt . .

I

I

I I I I I I

Kala Groundwater Consulting Ltd.

GEI D 12-Inch Production Well

., . - .

Kelowna Airport

0.00

0.20

U

$ 0.40 L E

r .- 6 U 3 0.60 2 n a 2 3 0.80

- m U

1 .oo

1.20 1 .o

SEMI-LOG PLOT OF RECOVERY

10.0 100.0 1000.0 Time (t + t')/t'

10000.0

Kale Groundwater Consulting Lfd.

t

. .

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APPEhDX C

Water Quality Data

I . ..

F e b . 1 '01 B:-lS P. i

102 - 3677 Highway 97N Kelowna, B.C. V I X 5C3

i

Telephone (250) 765-9646 Fax (250) 765-3893

sample Sdcatificatlon: Kelowna Airport piell - W a n 12" v i a Xala Cirounchrrrter

Date Sampled: .January 10, 2001 [?ace Received: Jaxiary 10, 2r)Ol

, 1 . 7

. .

saqple Ideatiffcation:

E L 250-755-3833

Keloma M r p o r t Wall - New 12" I R , 2003 Date Received: &nary 3 . 0 , 2001

7.49 n.g / L 36.5 mcJ /L CO. 10 N.T.U.

ncj i 1, mg/L

0.0022: 0. 00.1

0 col / 3.0 Omj, 0 zol / l O O m l ,

p. 2

I

-- .

3. 1

. .

102 - 3677 Highway 97N Kelowna, B.C. V1X 5C3

Telephone (250) 765-9646 Fax (250) 765-3893

N'ovembur 16, 2009

ih.t.e Sampl.ed: Ncrvelllber IC, 2000 L)at.ct Received: November 10, 2000

SaqpXe Id: 12"' Well - 160' - Xelauar Mrpoxt , via Kala #roueckrater I: ron 0.47 mg/L Ma:qnncac? 0.02 rng / 51

L J

!

I ' ' I

-S€RVlCES

CERTIFICATE OF ANALYSIS

May 17, 1999

Kala Groundwater Consulting Ltd. S u i t e 3, 3107A - 31st Avenue VERNON, BC V1T 2G9

Attn: Larry Topp

Sample ID: Quail Ridge, Site 3

Sampled: May 5, 1999 Received: May 6, 1999

Alkalirii ty (Total) Aluminum Arsenic Barium Boron Cadmium Calcium Chloride Chromium Color (True) Conductivity @ 2S0 Copper Cyan i. de Di.saol.ved Sol ids (Total) Fluoride Hardness (To tal) Iron Lead Mag ne s lum Manganese Merciiry Molybdenum Nitrate Nitrite

164

Page 2 K a l a Groundwate r C o n s u l t i n g May 1 7 , 1999 ( c o n t )

Quail Ridge, S i t e 3

P H P o t a s s i u m Sodium Sulphate T u r b i d i t y IJranium Z i n c T o t a l Coliform * * Background bacteria g r e a t e r Fecal C o l i f o r m

8.0 p H U n i t s 2 . 4 mg/L 5.0 mg/L

13 mg/L 0 . 1 0 N.T.U. 0.00215 mg/Il 0.008 mg/T, 0 colonies/100mL

t h a n 200 c o l / l O O m L I 0 colonies/ lOOrt&

C e r t i f i e d by:

I E n c l o s u r e

P3iX ( 2 5 0 ) 545-1720

THE INFORMATION CONTAINED IN THIS REPORT IS THE CONFIGENTIAL PROPFRN n c THF CIIFNT ANY

LIABILITY AlTACHED THERETO IS I LIMITED TO THE FEE CHARGED.