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
GROUNDWATERDEVELOPMENT PROGRAM
CONSTRUCTION OF 12-INCH PRODUCTION WELL
K E L O W A MuNI%IpAL AIWORTSITE
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. V l T 2G9
.
Tel: (250) 545-1720
Fax: (250) 545-1720 E-mail: Kalapal@mindlink.net
0 #207 - 220 4th Avenue, Kamloops, B.C. V2C 3N6
.
Tel: (250) 372-9194
Fax: (250) 372-9398 E-mail: Kalapac@kamloops.net
TABLE OF CONTENTS
Page
TABLE OF CONTENTS .....................................................................................
(0
LIST OF FIGURES ..............................................................................................
(ii)
LIST OF TABLES ...............................................................................................
(ii)
SECTION 1.0
INTRODUCTION ................................................................
1
SECTION 2.0
BACKGROUND...................................................................
2.1
Site Description .....................................................................
2.2
Existing Water Wells .............................................................
2.3
Original Six-Inch Testwell at Airport .....................................
SECTION 3.0
DESCRIPTION OF STUDY PROGRAM .............................
3.1
Drilling and Well Completion ................................................
3.2
Aquifer Testing .....................................................................
SECTION 4.0
PROGRAM FINDINGS ........................................................
4.1
Drilling..................................................................................
4.2
Well Completion....................................................................
4.3
Results of Pumping Test ........................................................
4.4
Water Quality ........................................................................
SECTION 5.0
DISCUSSION OF RESULTS ...............................................
9
5.1
Sustainable Safe Yield of 12-inch Production Well .................
9
5.2
Pumping Level Projections .....................................................
10
SECTION 6.0
SUMMARY AND CONCLUSIONS .....................................
11
SECTION 7.0
RECOMMENDATIONS
......................................................
1
13
APPENDICES
A - Report Figures
B - Pumping Test Data
C - Water Quality Analysis
LIST OF FIGURES (Appendix A)
I
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 ...................
TABLE 2
Pumping Level Projections.....................................................
. .
8
10
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 24hour 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 nortanwestend 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 KalamalkaWood 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,
gravel, brown
Kettled outwash
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 longterm 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.
Kak
Groundwater Consulting Ltd.
Page 3
Material
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.
K&
Groundwater Consulting Ltd.
Page 5
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
i
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.
4.2 Well Completion
1.
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
.
Kak
Groundwater Consulting Ltd.
Page 6
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.
Kak
Groundwater Consulting Ltd.
Page 7
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.
Depth Interval
Iron
135-140fet
155 - 160 feet
0.20 rngL
0.47 m a
I
K&
Groundwater Consulting Ltd.
Page 8
Manganese
0.01 ms/L
0.02 mg5
5.0 DISCUSSION
i
OF RESULTS
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
I
assuming no interference from other wells and 70 percent consumption of available drawdown may be
expressed by the following:
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.
i
I
...
!
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 2foot 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 “Guidelinesfor 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 ~ provides
U
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 nonpumping 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.
i
KW'
Groundwater Consulting Ltd.
Page 14
i
APPENDIX A
Report Figures
i
D. L.
PlAN
1 I9
57471
A
I
lJ
b PR@POSED WELL bt
PUMP STATIONI
\
I
11796
/
/
/
3
Exlstlng Pipeline
Groundwafer PotentialEwlrrarion
RoposedAirport Well
S I EPUN
File
KAU GROUND WATER
CONSULllNC LIMITED
Date:
I
a ~ - f i r . ~ I ~ ~FIGURE
i s m
1
nm
Ground level
Water Level Jan. 17,2001
13.76 metres (45.15 ft) below
top of casing
/
/
l t i n c h , steel, welded joint,
(.250") wall, main-string casing
1E 7 ft.
5! m.
185.0 ft.
56 m.
GEID
12-inch Prduction Well
Kelowna Airport Site
211.0 ft.
64.3 m.
,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
File
KALA GROUNDWATER
__
CONSULTING LIMITED
-
I FIGURE 3
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~
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
I
_
_
_
_
~
.
GRAIN SIZE WITH DEPTH
SCREEN SIZE (1000THS")
0
10
20
30
40
50
60
70
80
90
100
120
140
160
n
E3w
180
ts
X
E
w
n
200
220
240
260
280
I
KALA GROUND WATER
CONSULTING LIMITED
_.
... ..
._
..
... ..... ..
.~.
...... . ~ -
I
Client
Glenmore-Ellison Improvement District
Groundwater Development Program
Kelowno Airporl Site
GRAINSIZE WITH DEPTH
File
I FIGURE 4
GIenmorc-Air.Doc~~~001
...
-.
APPENDIX B
Pumping Test Data
. .
12-inch Production Well
GEID
i
1440
69.75
24.60 Obtain water samples
Kelowna Airport
12-inch Production Well
GEID
Kelowna Ariport
SEMI-LOG PLOT OF DRAWDOWN VERSUS TIME
Time in minutes
1
0.00
5.00
10.00
I
rc
.-C
5
15.00
0
U
3
e
n
20.00
25.00
30.00
Kala Groundwater Consulting Ltd.
10
100
1000
10000
GEID
I
6-inch Observation Well
01
1440
46.031
0.001
48.39
48.39
48.43
48.49
2.40 Pumping rate: 500 USgpm
2.46 Obtain water samples
Kelowna Airport
I
L
6-inch Observation Well (r = 42.5 ft)
GEID
Keloma Ariport
SEMI-LOG PLOT OF DRAWDOWN VERSUS TIME
Time in minutes
1
0.00
0.50
1.00
1.50
Y
Q)
Q)
IC
2.00
.-c
5 2.50
0
U
3
e
n 3.00
3.50
4.00
4.50
5.00
Kala Groundwater Consulting Lfd.
10
100
1000
10000
Waterloo Hydrogeologic
Pumping test analysis
180 Columbia St. W.
Theis analysis method
Confined aquifer
Waterloo.On!mio.Canada
. ,( .
Date: 25.01.2001
Project: GEID
r
I
ph.(519)746-1798
Evaluated by: L.C.Topp
Pumping Test No. No. I
Test conducted on: January 17th,2001
6-Inch Observation
6 inch Observation
Discharge 500.00 U.S.gaVmin
Distance from the pumping well 42.49 ft
Static water level: 46.03 ft below datum
Pumping test duration
Water level
Drawdown
. .
1--I
New 12-Inch Production '
I
I
I
I
I
1
Waterloo Hydrogeologic
180 Columbia St. W.
Waterloo.Ontario.Canada
. .
Date: 25.01.2001
Pumping test analysis
Theis analysis method
Confined aquifer
New 12-Inch Production V
Project: GElD
Evaluated by: L.C.Topp
ph.(519)746-1798
Test conducted on: January 17th, 2001
Pumping Test No. No. 1
6lnch Observation
Discharge 500.00 U.S.gal/min
lo-'
Id
I
1oo
10'
10'
1oo
'
10-2
O
-
~
10-3
.o
6 inch Observation
Transmissivity [ftVmin]: 3.04 x 10'
Hydraulic conductivity [Wmin]: 1.21 x 10'
Aquifer thickness [ft]: 25.00
Storatiiy: 9.70 x lo6
Id
1lu
1o3
1o4
1o5
1o6
1o7
12-Inch Production Well
GElD
Kelowna
Airmrt
. .
I
I
I
I
Kala Groundwater Consulting Ltd.
I
I
I
I
.,
Kelowna Airport
12-Inch Production Well
GEI D
SEMI-LOG PLOT OF RECOVERY
0.00
0.20
U
$ 0.40
L
.-E
r
6
U
3 0.60
2
-m
n
a
2
3
U 0.80
1.oo
1.20
1.o
10.0
100.0
Time (t + t')/t'
Kale Groundwater Consulting Lfd.
1000.0
10000.0
. - .
t
. .
?
APPEhDX C
Water Quality Data
. .I.
Feb.
1 '01
B:-lS
P.
i
-
102 3677 Highway 97N
Kelowna, B.C. V I X 5C3
Telephone (250) 765-9646
Fax (250) 765-3893
sample Sdcatificatlon:
Kelowna Airport
piell
v i a Xala Cirounchrrrter
Date Sampled:
.January 10, 2001
i
, 1.7
- W a n 12"
[?ace Received:
Jaxiary 10, 2r)Ol
E L 250-755-3833
. .
saqple Ideatiffcation: Keloma M r p o r t Wall
IR,
2003
D a t e Received:
7.49
36.5
CO. 10
0.0022:
0 . 00.1
0
0
--
.
- New 12"
& n a r y 3 . 0 , 2001
n.g / L
mcJ /L
N.T.U.
ncj i 1,
mg/L
zol / l O O m l ,
col / 3.0Omj,
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
S a q p X e Id: 12"' Well
I: r o n
Ma:qnncac?
- 160'
-
L)at.ct Received:
November 10, 2000
Xelauar M r p o x t , via Kala #roueckrater
0.47
0.02
mg/L
rng / 51
L
J
!
I'
' I
-
102 3677 Highway 97N
Kelowna, B.C. V1X 5C3
Telephone (250) 765-9646
Fax (250) 765-3893
-S€RVlCES
CERTIFICATE OF ANALYSIS
May 17, 1999
Kala Groundwater Consulting Ltd.
S u i t e 3, 3107A - 31st Avenue
BC
VERNON,
V1T 2G9
Attn:
Larry Topp
Sample ID:
Sampled:
Quail Ridge, Site 3
May 5, 1999
Received:
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 (Total)
Iron
Lead
Mag ne slum
Manganese
Merciiry
Molybdenum
Nitrate
Nitrite
May 6, 1999
164
<0.2
(0.01
0.05
(0.1
( 0 . 000%
45.8
2.2
<0.01
<5
333
(0.01
<O.OlU
208
0.1
162
(0.03
<o. 001
11.6
0.01.9
<0.00005
< O . 03
0.87
0.03
. . .2
Page 2
K a l a Groundwater C o n s u l t i n g
May 1 7 , 1 9 9 9 ( c o n t )
Quail Ridge, S i t e 3
PH
8.0
pH Units
Potassium
2.4
mg/L
Sodium
5.0
mg/L
Sulphate
13
mg/L
Turbidity
0.10
N.T.U.
IJranium
0.00215
mg/Il
Zinc
0.008
mg/T,
T o t a l Coliform
* 0
colonies/100mL
B a c k g r o u n d b a c t e r i a g r e a t e r t h a n 200 c o l / l O O m L I
Fecal C o l i f o r m
0
colonies/lOOrt&
*
C e r t i f i e d by:
I
Enclosure
P3iX ( 2 5 0 ) 5 4 5 - 1 7 2 0
THE INFORMATION CONTAINED IN
I
THIS REPORT ISTHE CONFIGENTIAL
PROPFRN n c THF CIIFNT ANY
LIABILITY AlTACHED THERETO IS
LIMITED TO THE FEE CHARGED.