town of osoyoos - Province of British Columbia

Transcription

TOWN OF OSOYOOS
Summary of Water Supply Wells and
Background Information
Water Supply Well No. 1 (Old Public Works Site) -b7N 82 35 8
Water Supply Well No. 2 (Legion Beach) - k17‘rl/ 1870 2
Water Supply Well No. 3 (Maple Drive) kKF.lS30 13
(4) Water Supply Well No. 4 (Cottonwood Drive Park) - \F.mJ $3o I
( 5 ) Water Supply Well No. 5 (CottonwoodDrive Park)- W N 8 3 O J s
(6) Water Supply Well No. 6 (Wye Area) bdJ11.J 830/&
3
(7) Water Supply Well No. 7 (Wye Area)- l a r r ~8 ~ 57
(8) Water Supply Well No. 8 (Kngfisher Drive) - b 7d r’3Z7
(1)
(2)
(3)
-
-
prepared by
‘Olr)ll*
TIM6
C R J U P
TRUE Consulting Group
February 2004
TOWN OF OSOYOOS
SUMMARY OF WATER SUPPLY WELLS AND BACKGROUND INFORMATION
(1)
Water Supply Well No. 1 (Old Public Works Site)
9
9
9
9
P
9
P
P
LJtA
F2 358
drilled January 1995 by Robbins Water Well Drilling and Pump Service
casing diameter - 300mm (12 inch)
screen - 6.8 m to 9.2 m
Nominal Capacity - 450 USgpm
Top of Casing (on completion of drilling) - Elevation 279.279m
Design Drawing - TRUE 302-424-02 - April 1995
Pump - Gould 10 RJMC - 7 Stage (vertical turbine) - 50 Hp
Pump Rating Point - 500 USgpm at 270 feet TDH
B'2& 00 32-32
N+
Reference Information:
9 Completion Report by KALA Groundwater Consulting - March 8, 1995
(2)
Water Supply Well No. 2 (Legion Beach)
P dug well - 1965 approx.
9 use of well discontinued in mid 1990's
(3)
r r 7 Q2
g2ef'Jog 2.32 + 2 3
G.JTrJ
Water Supply Well No. 3 (Maple Drive)
P
9
9
9
9
P
9
drilled - May 1971 - Osoyoos Tile Works and Water Wells
casing diameter - 3OOmm (12 inch) diameter
screen - 9.75 m to 15.24 m
Pumphouse Floor Slab Elevation - 280.56m
Design Drawing - TRUE 302-851-01 - December 2001
Pump - Peerless - 12LB - 4 Stage (vertical turbine) - 75 Hp
Pump Rating Point - approx. 600 USgpm
9 log and well construction information - source unknown
(4)
Water Supply Well No. 4 (Cottonwood Drive Park)
9 drilled August 1979 - Terra Drilling and Water Services
9 casing diameter - 200mm (8 inch) diameter PVC
9 screen - 16 m to 23.7 m
9 Pumphouse Floor Slab - elevation 280.00mL
P Design Drawing - USL - B402-2 - September 1980
9 Pump - Aurora 8FHH - 15 Stage (vertical turbine) - 75 Hp
9 Pump Rating Point - 600 USgpm @ 330' TDH
Q
2
(5)
Water Supply Well No. 5 (Cottonwood Drive Park)
9
9
9
9
9
9
9
drilled July 1986 - AC Drillers
casing diameter - 400mm (16 inch) diameter
Pumphouse Floor Slab Elevation - 280.00+
Design Drawing
Pump - Goulds 12RJHC - 5 Stage (vertical turbine) - 125 Hp
Pump Rating Point - 1200 USgpm (@ 3 10 feet TDH
9 plot of pump test data - USL 1986
P Completion Report - USL letter dated October 14, 1986
9 Golder Associates letter dated September 30, 1986
(6)
Water Supply Well No. 6 (Wye Area)
9
9
9
9
P
9
9
drilled September 1986 - Pacific Pump & Pressure Installations
casing diameter - 250mm (10 inch) diameter
Pumphouse Floor Slab Elevation Design Drawing Pump - Byron Jackson lOGM - 7 Stage (vertical turbine) - 50 Hp
Pump Rating Point -
9 Solid system No. 8 Groundwater Development Program
Groundwater Consulting - September 1986
(7)
Water Supply Well No. 7
-
KALA
/
9 drilled January 1995 by Robbins Water Well Drilling and Pump Service M -T / 1
9 casing diameter - 250mm (10 inch)
2235-7
”
> screen- 12.0 m to 16.8 m
c.
rr:
9.j-r ‘? 7 l f
9 Nominal Capacity - 500 USgpm
9 Top of Casing (on completion of drilling)
9 Design Drawing - Not Used - capped only 2003
9 Pump
9 Pump Rating Point -2s.-
9 Completion Report by KALA Groundwater Consulting - March 8, 1995
UI
(8)
Water Supply Well No. 8
>
>
>
>
>
>
>
>
drilled April 1995 by Robbins Water Well Drilling and Pump Service
casing diameter - 3OOmm (12 inch)
Nominal Capacity - 800 USgpm
Top of Casing (on completion of drilling) Elevation - 279.983 m
Design Drawing - TRUE 302-425-02 - March 1997
Pump - Gould VIS-1ORJLC - 2 Stage (submersible) - 75 Hp
Pump Rating Point - 850 USgpm at 273 feet TDH
iSiTt\J
F2-.
3-9
L'-zc0 3:
=o Y 3
> Completion Report by KALA Groundwater Consulting - June 19, 1995
:
,-3c
&
i":
9
T.R Lkdenvood &
Town of Osoyoos
-
Eng.nerry Underwood/March 8, 1995
Development program
w
Aquifer Test Evaluation - Town o f Osoyoos 1994/95 Groundwater Develovment
fa) Descrivtion of Testing Drowam
Following completion of the 1994195 drilling and well completion program for the Village
of Osoyoos, pumping tests were conducted with the two new production wells completed
at the Old Public Works Yard Site and the Well #7 Site. During each of the tests, the
pumping interval was carried out for a 24 hour period and in each case, two existing wells
were used for observation purposes. Water pumped firom the wells at each site was
discharged to waste into Osoyoos Lake, using 6-inch flat lay pipe and the pumping rate
was monitored using a standard circular orifice weir.
During the early stages of each test, the pumping rate was set at a moderate level and this
was progressively stepped upwards until the final pumping rate, which was maintained
constant for the remainder of the test. At the Old Public Works Yard Site, Well No. 2
was shut down for the entire pumping interval, whereas at the Well #7 Site, Well No. 6
was pumped simultaneouslywith Well No. 7 for the final 8 hours of pumping.
8
A summary of the pumping test schedules is shown in Table 1.
Kala Gro&ter
Consulting M.
Page 1
w
T.R Underwood & Ass
-
TOW^ of OSOYOOS199
-
Eng./Teny Undenvood/March 8, 1995
roundwater Development program
w
fi) Results of Testing Propram
Drawdown and recovery measurements obtained during the present program have been
tabulated and plotted on semi-log graphs of drawdown and residual drawdown versus
time. An inspection of the plots show that at the time of the pumping tests, when lake
levels were fairly low, steady-state conditions were not observed in either of the
production wells. By steady-state, we refer to the condition where the pumping rate in the
well is balanced by the rate of recharge to the aquifer and no firther drawdown occurs.
The rate of drawdown however remained fairly constant in each of the wells.
The second important observation resulting fiom the tests is that the zone of drawdown
interference is fairly extensive for each of the new wells and with time, an effect on water
levels in neighbouring production wells becomes evident. Again this may relate to water
levels in Osoyoos Lake at the time of testing.
Finally, the recovery data for each well shows that recovery in the aquifer is slow and will
require the 24-hour period (length of pumping interval) to reach full recovery.
IC)Evaluation of Safe Yield
It is very dif€icult, if not impossible at this stage to assign a “safe yield” to the two new
production wells because of the many outside influences. The critical fkctors include the
seasonal fluctuation in lake levels and associated influence on aquifer recharge, the
proposed pumping schedule and number of production wells which will be utilized at each
site. There is a very small amount of available drawdown to work with in each well and
therefore every change in water level becomes si@mt.
Rather than recommending a safe pumping rate for each we4 we have provided a number
of scenarios based on pumping rate and related drawdown. Our projections on the
Kola Groundwater Consulting Lsd
Page 2
T.R Underwood & As
Town of Osoyoos
-
es Engfferry UnderwoodMarch 8,1995
Groundwater Development program
W
percent of total available drawdown utilized are based on (a) conditions encountered
during the time of testing and @) allowing a 0.5 metre rise in the water level in Osoyoss
Lake. The 0.5 m. figure is based on records of monthly mean water levels for Osoyoos
Lake, obtained from Water Survey Canada for the period 1946-49, 1977-93 (see
attached). As you are aware, a Hydrogeologist likes to work in the comfort zone of 70
percent of the available drawdown utilized, however in special circumstances such as in
the case of a municipality experiencing a water shortage problem, exceptions have been
made.
-
Town of Osoyoos 1994/95 Groundwater Development Program
Pumping Test Summary
A ) Old Works YardSite
-
Table #2 Pumping Rate and Drawdown Rojedions
Pumping Period
Percent of Available Drawdown **
3 month season
10 month SeaSon
79 Yo
4.4 m
4.6 m
82 %
I
72 %
75 %
* Refers to continuous pumping for the period specified
** Percent of available drawdown indicates percent utilized at end of specified period
Kala Groundnuter ConsultingLtd.
Page 3
T.R U n d e r w d & As
Town of Osoyoos - 1991
s' Eng./Teny UnderwoodMarch 8, 1995
"TyGroundwater Development program
*
-
Town of Osovoos Pumpinn Test Summary (Cont'd)
B) Well No. 7Site
* Refers to continuous pumping for the specified period
Kala GrounmVater ConsultingLtd.
Page 4
T.R Underwood &
Town of Osoyoos -
Engnerry Underwood/Uarch 8,1995
Development program
1
‘ 11
Based on the results of the present program, we would recommend a maximum design
pumping rate for each of the new wells as follows:
fa) Old Public
Works Ywd Site
400 USgpm pumping individually
fb) WeZZ #7Site
(i) 600 - 650 USgpm for Well #7 pumpng individually
(2) 400 USgpm for Well #7 pumphg in combination with with Well #6
&la Gmundwuter ConsultingLtd
Page 5
'I
Ground level
1
\ Non-pumping water level
138 rn. below top of casing
(Feb. 21/95)
223'feet
6.8 m.
30.2 feet
9.2 n.
I
Figure "K"packer
/ Driveshoe
Johnson's stainlesssteel, telescopic
well screen
top 2 feet #150 slot
bottom 5 feet #200 slot
-
FIGURE 1
Town of Osoyoos
WELL COMPLETION DIAGRAM
Old Public Works Yard (PW #1)
Member,
HCWWOA
/
w e s
fln0 ;
;"--I,~---I-.............
t.&'
.
......
._.
rd-4
S
. . . ---.
J
C
-
*
/
S&
e...
..&
#"
I
&
-
,
.....
&AL
..............
..-..-----
i I
. .
pI..-.
37.
sp.
---
...
-7 ..
$+
4.......
:
7. C O N S U L
WELL
L O C A T............
I O N S K E TC;H
.
F i t t i n g s . top- . .
Gravel Pack - _ .
__
~
-bottom
1.
... ... --- 277,586
...
-.-277,054
1982
1983
1984
1985
1986
1987
1988
1989
1930
1991
1992
1993
277,996 !77*92b 271.681 277,556
?..
--- m . 1 3 2 Z ~ I , O I 2C7 7 . m
216.976
216.938 277.255 279.361 277,342 i71.94i
...
--277.16~ 276.e1s 27c.jsi 216.849
----- --. _-_ --- 273.072 210.036 277.95a 2 n . w i
277.118 271.662 217.563 277.47) 277.855 277.717 277.637 277.606
277.291 277,245 277.281 277.451 277.636 277.562 2?1.549 277.573
277.218 217.208 277,255 277,376 217.578 277.763 277,891 277.583
217.339 277.238 277,323 277.534 277.819 278.322 278.110 277,872
2 1 7 . ~ 3 2 7 t . w 277.14e 217.7~9 z7a.m 2 1 7 . ~ 2 271.993 27e.091
277.538 217.695 278.016 278.211 278.473 Z i L X 8 278.171 271.937
277.365 277.619 277,686 277,746 278,095 273.225 i 7 W 8 277.818
211.353 217.324 211,325 271.398 277.541 277.53 237.Sf3 Z77.553
217.265 217.458 271.635 277.581 277.953 277,!61 277.744 277.815
217.31e 211.341 211.331 lIf.61b 27J,7C5 277.946 27B.W 517,923
277.~70 211.212 277,iae 277.ci 271.814 21a.eco 271.443 277.770
277,631 217,655 277,652 277.667 277.671 277.789 277.717 217.618
277,618 277.661 211,602 217,616 271.71: 279.272 278.@@6 277.781
211.310 217.373 271.684 277.653 278.826 277.934 271.687 277.388
277.318 217.178 277.363 271.49 277.CCG 277.t73 276.:3 27&,?02
277.550 217.612 277.5SO 217.785 271.93,P 277.936 277.965 37.694
KeAR
277.363 277.083 277,478 277,SlB 277.831 271,fM 57?.tC% 111.751 217.671
1916
1!(7
1948
1949
1977
1378
1979
1s8e
1981
---
---
KATER LEVELS REPZMD TO GGODKTIC SUllYEl OF CJ!ADA DATUH
---
--A
...
-a-
---
217.ie9 27i.eii 2
~ 276.982
7
278,611 277.485 277,493 277,352
---
277.~62
217.60
277.598
277.659
277.531
277.933
277.731
277.645
277.569
277.533
-..-
2n.aoi
277.656
177,632
277.609
277.446
..-
2 7 ~
271.693
277.662
277.687
277,646
277.633
271.5?!
211.502 t’l?.Gl! 271.621
m.w
277.155
277,580
271.575
277.172
277.499
277,4?9
271,151
277.69
217.236
zit.416
273.271
277.478
27?.Q?9
277.373
217,636
217.~34
277.629
277.447
i77,513
277.559
277.22!
--...
277.531
277,676
277,351
277,572
277.319
217.421
277.325
217,171
271,493
217,576
271,681
1211.667
277.6’18
277.552
277,62@
271,631
277.419
277.C96 217.681
~77.5115
277.636
277.628
277.677
277,921
277.731
-*I
------e
27?.5!8
277.448
177.51t
277.598
iii.iei
277.544
217.itl
271.473
27ia625
2??M
277.ut
277.663
277.112
2?7.GS1
5?i.64@
2ii.E
fW
W '
W
CHE
f
-
C ENVIRONMENTAL SERVICES
DIVISION OF C A R 0 ENTERPRISES INC.)
#l 368 Industrial Avenue, Kelowna, Br ish Columbia, Canada V1Y 7E8
!
01
SampJ.c I d e n t i f.ical:j.on:
Telephone (604) 763-5080 Fax 763-4810
A#rtxBrB
i '
;Old Works Yard
I
i
Feb. 22/65, 12 :30am
Date Received.' Feh. 22/95
I
. 287
A l k a l i n i t y (Total):
mg/L as CaC03
A1uminum
<0.2
mg/L
(0 * 01
mg/L
Arsenic
Barium
0.04
mg/L
I
Boron
<o
..2
mg/L
1
<0.001
Cadmiiun
mg/L
116
Calcium
i
mg/L
18.3
!I
Chloride
mg/L
(0.02
mg/L
Chromium
I
(10
Color Units
Color (True)
Date Sampled:
i
I
Conductivity
Copper
816
<O.O02
I
I
Cyanide
Di..ssolved S o l i d s (T
Fluoride
Hardness (Total 1
!
Iron
Lead
I
Magnesium
!
Man CJ an ese
Mercury
Molybden urn
<0.010
S 63
0.7
391
0.03
€0.001
24.8
< o * 01
0005
0.014
CO.
urdms/cm
mg/L
mg/L
mg/L
mg/L
mg/L a3
mg/L
mg/L
my/&
mg/L
mg/L
mq/L
. .2
Water amj Wastewater Analysis
I
TrpalrPcnt Plant Supervision. Operation 8 M
C H C ~ ~
THE INFORMATION CONTAINED IEi
i
a
THIS AEPOHTiS THE CONFIDENTIAL
PROPERTY OF THE CLIENT. ANY
t
LlABlLlN ATTACHED THEflETO IS
LIMITED TO THE F f E CHARGED. +' .
i
n
k
n
u
R3Y-
W
I
II
r:tye 2
Town of Osoyoos
I
March 7 , 1995
.Ii
W0rb;nYard
(~OIitr)
i
Icon?&
Nitrake
Nitrl.to
PH
Potassium
Sodium
Sill pha t.e
Turbidity
Uranium
3.69
mg/T, a5 N
m g / L a3 N
pH U n i t s
0.01
7.35
6.43
mg/L
mg/L
my/L
35.4
158
0.15
Zinc
:
Total. (;olifoim
Fecal Coliform
,
f
N.T.U.
0.0029
<0.002
0
0
mg/t
mg/L
colon i eo / 100m1;
Colonies/lOOmL
i
Certified by:
CHEMAC
J a n i c e M. Fraabr, B.Sc., L a b Manager
:
CC:
FAX
495-2400
FAX
497-5303, Robbins Water Well. I ) r i . l l i n g
FAX
545-1720, Kale Groundwater C o n s u l t i n g
i
t
i
I PROPERTY OF
I
THE CLIENT. ANY
UABllltY ATTACHED THERETO IS
LIMITED TO THE FEE CWWQED.
I
.
... .--
1916
:*.
1147
e-1948 216.976
1949 277.166 216J15
1977
1178 217.418 211.662
1979 271.291 277,245
1388 177.218 277,188
1981 277.339 271.238
1982 277,263 277.S41
1983 277.538 217.695
19811 277,365 277.649
1985 277.355 217.324
1981 277.265 211.158
198) 277.31@ 277.111
l9EB 277.~7e 217.202
1389 277.631 217.655
1990 217,618 277.161
1991 277.310 217.313
,1991 277.318 277.110
1993 277,558 217,612
.
I
---
'
MM
--a
---
..-
277,586 277.996 277,928 271.6ai 2?7,5s6
--277,654
* - - 277.132 271.016 277.124 277.169
271.411
236.998 277,255 278.361 211.942 i71.94i 218.811 277.185
27C.95i 276.849
---.--- 278.032 27a.036 217.958 2 1 7 . ~ 271.~62 211.801
217,563 27l.479 271.651 277.717 277.637 277.606 277.666 277.656
277.287 277.151 217.636 277.562 2?7,549 277.571 277.598 177,632
277,255 277,376 277.578 277.763 277,897 277,583 271.659 271.609
277.323 277.534 277.819 278.322 278.110 277.071 277.531 177.146
277.748 277.799 278.615 217.752 277.993 27E.491 277.933 277.452
278.616 278.211 178.473 Zi8.288 218.171 277.937 277.131 217.455
277,686 271,749 278,095 278.i2S 27LG78 277.818 277.615 277,580
277.325 277.398 277.542 271.535 277.353 277.511 271.569 271.575
271.635 277.W 277.953 277.91 277.744 277.815 277.533 277.172
277.337 211.618 277.705 277.946 218.646 577.823 177.496 277.681
277.18e 211.1~ 271.814 27a.6~0 2 7 1 . ~ 271.770 271.~85 277.m
277,652 217,6$7 277.171 271.189 277.717 277.614 277.636 217.693
213.682 271.61C 27?.71? 274.212 278.@88 277.781 271.628 277.662
277,684 277.631 278.826 277.3~ 2 7 7 3 7 i77.7ea 2 7 7 . ~ 7 277,687
277.363 277.491 277.C4G 27i.613 276.N !7&462 277,921 277,646
271,510 117.185 211.93,9 277.556 277.965 211.634 273,731 277,633
--.
-9-
___
-c-
-. ---
.I-
--I
--_
---
276.J87 176.982
277.933 177.352
--a
m.w
---
-A
.-. ... ...
277.678
211,351
277,572
277,319
271.421
277.325
217,571
271.493
277.576
271.181
211.667
271.678
277,552
!77.610
277,631
277,CIO
277.590
277,W 277.5!8
277,Zl 211.i13
277.469 277.515
277.296 277.598
277.416 271.lH
277.271 217.544
277,478 217.i46
277.429 271.173
277.37? 277.624
277.636 217.643
217~342 7 ~
217.629 277.669
271.147 211,112
117.513 271.~~1
277.559 2?i.646
277,222 ili,i?1
277.363 277.483 277,178 277,518 211.831 277,56', 571.?Cf 277.751 217.671 271.574 211.582 271.619 :77.6!7
YAPER LEVELS RIIZRRZD TO GCODXIIC SORW OF EW3A DAIUH
E!.:
Town of Osoyoos
KEIE Groundwater Consulting Ltd.
W
Old Works Yard Site
New 12-inch Well
Old Works Yard Site
Town of Osoyoos
New 12-inch well
SEMI-LOG PLOT OF DRAWDOWN VERSUS TIME
0.00
0.50
1 .oo
1.50
v)
E"
.-C
2.00
2.50
0
'0
Es 3.00
n
3.50
4.00
4.50
5.00
1
10
100
.
Time in minutes
Kal8 Groundwater Consulting Lld.
1000
10000
Town of Osoyoos
Old Works Yard Site
300
380
480
600
780
960
1200
1440
Kale Groundwater Consulting Ltd.
2.34
2.39
2.46
2.53
2.63
2.68
2.75
2.82
L_P
0.26
0.31
0.38
0.45
0.55
0.60
0.67 Pump rate 513 USgpm
0.74
Existing dug well ( O ~ S )
Town of Osoyoos
Old Works Yard Site
Existing Dug Well (Obs)
0.00
0.10
0.20
v)
e
0.30
c
f"
._
C
0.40
0.50
0.60
0.70
0.80
1
10
100
Time in minutes
Kala Groundwater Consulting Ltd.
1000
\
10000
Town of Osoyoos
U
Old Works Yard Site
W
Well No. 2 (Obs)
Town of Osoyoos
Old Works Yard Site
Well No. 2 (Obs)
0.00
I
I
I l l
I
I
I
0.02
0.04
0.06
0.12
0.14
0.16
0.18
I
I
I
1
I
1
1
1
1
1
1
10
I
I
I
I
1
1
1
1
1
100
Time in minutes
Kala Groundwater Consulting Ud.
I
I
I
I
I l l l l
1000
\
I
I
I I I I
10000
Town of Osoyoos
Kale Groundwater Consulting Lfd.
w
Old Works Yard Site
w
New 12-inch Well (Rec.)
Old Works Yard Site
Town of Osoyoos
New 12-inch Well (Rec.)
SEMI-LOG PLOT OF RECOVERY
0.00
0.10
0.20
UI
e
+
E
._
C
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1 .oo
1 .o
10.0
100.0
1000.0
10000.0
Town of Osoyoos
w
-4
Groundwater Development
SIEVE ANALYSIS PLOT
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
50
100
150
Sieve Opennings in Thousandths of an Inch
200
Town of Osoyoos
W
w 9 9 4 Groundwater Development
I
SIEVE ANALYSIS PLOT
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
50
100
150
200
Town of Osoyoos
-994
W
Groundwater Development
SIEVE ANALYSIS PLOT
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
II
10.00
0.00
0
50
100
150
200
Town of Osoyoos
4 9 4 Groundwater Development
w
SIEVE ANALYSIS PLOT
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 i
0
I
I
1
50
100
150
200
Town of Osoyoos
d 9 4 Groundwater Development
Qv
SIEVE ANALYSIS PLOT
I
90.00
80.00
70.00
60.00
20.00
10.00
0.00
1
I
0
50
100
150
200
town of Osoyoos
~ 1 9 9 Groundwater
4
Development
SIEVE ANALYSIS PLOT
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
50
100
150
200
Town of Osoyoos
994 Groundwater Development
lrrrs
SIEVE ANALYSIS PLOT
100.00
90.00
70.00
60.00
40.00
30.00
20.00
0.00
!
:
0
I
I
I
I
50
100
I
I
150
Sieve Opennings in Thousandths of an inch
200
Town of Osoyoos
w
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
Kale &OUndw8t~?r Consulting Ltd.
200
Town of Osoyoos
d 9 4 Groundwater Development
Lr
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
1
200
Town of Osoyoos
w
SIEVE ANALYSIS PLOT
100.0
'0
.-ta
4)
c
s
ae
.-a>
Q
c
i
E
of
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
200
1
Town of Osoyoos
SiEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
200
Town of Osoyoos
'Qll
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
Kala Groundwater Consulting Lid.
200
Town of Osoyoos
*
tw
1
0
100
150
50
200
Town of Osoyoos
~
9
9 Groundwater
4
Development
I
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
200
Town of Osoyoos
w
SIEVE ANALYSIS PLOT
100.0
BC
._
*
d
(P
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
I
Kah Groundwater Consulting Ltd.
100
150
50
200
I
i
-
Cut
2
/a".
e
-
CAsl UC
o
WELL LOG
V i l l a g e of Osoyoos
Osoyoos, BOG,
8" p r o d u c t i o n w e l l
OSOYOOS, B.C.
Well d i a ,
8'l
Well d e p t h 78'
Screen d i a ,
7-7/8", s c r e e n l e n g t h 29'
Screen: .4Q .40 ,,55 .TO .60 i n 5' s e c t i o n s ( s t a i n l e s s s t e e l )
-
-
0-6
-
fill
6-51
s i l t (blue-black g r a n i t e )
51-60
medium coarse sand and g r a v e l
60-63
c o a r s e g r a v e l s , medium sand, some cobble
63-74
c o a r s e g r a v e l s , lensed c o a r s e sand, some cobble
74-80
c o a r s e heavy g r a v e l & cobble, very l i t t l e sand
80-84
f i n e g r a v e l s and sands
84-100
blue s i l t ( g r a n i t i c )
S t a t i c l e v e l , Aug. 11/79
8 ' 4''.
Start a i r - l i f t
development 1 : O O pm, Aug, 11/79.
-
E s t . well y i e l d
-
750 gpm, draw-down 24'6" (32'101 s u r f a c e )
-
50'
Suggested pump i n t a k e l e v e l
Suggested maximum output -2700 gpm
8'41r, Aug,
14/79
S t a t i c l e v e l a f t e r development
S t a t i c recevwE3 -time 40 seconds from 32'10t1.
-
1 4 October 1986
Town of Osoyoos
P.O. Bax SO10
osoyoos, B.C.
VOH 1\10
Att-entlon:
_c_
Mr, L.A.
1 /os
Administrator
Deer S l r :
Re:
Camp leflan R e p o r t
Water _suee.! Y We I 1 #9
In E s s- t - O
T h i s l e t t e r 1s InSended as a form1 r s p o r t nrmrnar1zIng the construc'flan
the new w e l l i n Esst O s O y W S (deslgnaied Water wail
and cornpletlon o f
#5).
D r i 1 I ing of +he wet 1 wgs underiaken by A.C. b r i I l e r o ttd. o f KePorneoS
b e h e e n 25 J u n e and 15 J u l y 1905. T b m l l Cons-kucilan Is summarlred
a s follows:
Surface to 20 f e e +
20 to 62 fee*
62 to 87 f e e t
Sta*lc Weter Level
- 20
-
-
Inch s t e e l carinq
16 Inch sSeel c u s h g
12 inch 30 slof stainless sfeel well screen
10 feet.
The well i s located approxlrnafely 9 . 3 m%rs ( 3 0 f e e t ) from a x l s t l f l g
W e l l lt4. Based on information from 1980 when k i l l H4 was construcSed,
I t was a n f l c l p a t e d a+ the s f a r t of This pfoJsct t h a t Qn uqulfer
c a n s i s f ' l n g p r l n c t p a f l y of coarse relat.lvely clean gravel would be
e ncou n +er e a'.
As yau are aware, drilllng of Well # 5 d l d not oncounfer granular
materla!s a s a n t l c I p a h d . Water bearlng fine -to med[um sand #as
drllled i n t o below 60 f e e f . The unenflcipafed f l n e r sail ma+arleIs
necessitated r€!V?S!OnS ?o +he s c r a m lengih, d t a m e h r and S I & s l r e .
On 4 and 5 September 1986, a pump h s t of Y e l l R5 w89 undertaken by
Aqua-Flo C f d . o f Langley. The pump t e s t m a undertaken at. v a r y l n g
dlschstge rates f o r a durafloo o f 15 h w r s . The resulis of tho pump
t e s t are shoun g r a p h i c a l l y on .the enelos~ddraw Ing.
The pump tdst
Dec. 1 "92 10:l.S
P, 3
WG
I NEER ING
14 Octobar 1986
Our File:
8552-26
TOW o f O~oyoos
Awn: Hr. L.A. M f l e s
Page 2 tcdnt.ld)
.
graph 1llus.trates t h a t )he v e i l draws da#r ond sfablllzos very r a p l d l y ,
A t 1022 USgpm the drawdown 4n *he - 1 1 I s mly 13 l e o f , A t this
pumplng f a t e only abau) 30 perced of ?'ha a m l ' l a b l e draudown or water
b pumq t e s t plot I t lustrates
d e p t h above ttw sctbens m s rr$lltted. l
very minor I n b r f e r e n c e befueen exlrtIng Moil 1 4 and +he new Melt 15,
In c o n c ~ U s l ~ nthe
,
safe y l e l d o f I000
recently cornpidad Mela 1 5 has a very conserva~ivo
gpm, Hlgher punrplng m h s catlld be aahleved from
rbe ret 1 , howova+, the screen capaclty kcarres .the I Irnlftng factor a t
r a b s above 000 gpm. A l t h o u g h we dld m e M e wafer s a m p i e s for
chemical an8 y s l s , we antic1pat.e tho mt.r qvallty ta be the same a s
derlved frbm exlsting Well #4. The PI~Qtrr? conflrms +hat bath wells
are derlvtng water from *,he same aquifer. As y4u a r e aware, the Mater
quallty from Well # 4 Is excellent and r r r b a b l y low I n nlSrates whlch Is
a concern w l h o t h e r uel Is I n th% bquxs area.
We a i f a c h herewith B letter from Galder hssocia+es nho were requested
by the vrriler to review a11 The well bats fo confirm The safe y l e l d of
the uel I
You should note 'that Cafder Associafes have cwncluded t h a t
the a q u l f e r Is capable of. supplying a fuv+hr 1000 gpm ( I n addl+lon fu
We1 I 1 4 and # 5 ) through a future well whlch c o u l d be cons9rue)ed I n the
same ganerel area. Galder recommend that. any addl tlanal ne1 Is be s l b d
300 -bo I000 f e e t from +ha axlsting W@lls !4 and # 5 .
Should any further Informafton be reguirod rrslabd ?e t h e new w a l l ,
please contact t h e undersigned.
Yours f r u l y ,
UFU3AN SYSTEHS CTD,
T.R.
Underwood, P.Png.
TRU/cs
Enc I asu r e
S/E'd
S9P'ON
T W G I NEEE I NG
w
P, 4
Golder Associates
CONSULTINGWOIECHNICIL AX0 UINW
t/M/1090
Septeabcr 30, 1986
Dear Sir:
AB requested i n your l e t t e r &fed 15th September, 1986, m have
completed a review o f the pump telrt data eupplied far the recently cornp l a t e d Osayacrs Vel1 # 5 The Ed1aviug are our obasrvatipne and comments.
I
Drawdown In Well # S reached sroadp s t a t e q u i c k l y during aath etep
This indicates a high level of recharge to the aquiof the p u p t e s t .
f e r , prcemably by hydraulic connection LL, Oabyoos Lake,
Analysis of
the recovery data by the Theis Recovery uethod iadicrttee char the effect i v e aquifer transmissivity I s 00 the 6rder of 0.03 m2/, (200,000 U.5.
gnl/day/faor) , The h i g h transmlosivity of the aquifer, combined wish
excellent racharge w t e n t i a l , auggests that t h e aquifer i e capable o f
sutttainiag high w e l l yfalds,
Table 1 l l s t a the calculated a p e c i f h capacity of Well #5 aC three
different discharge rates. The s w i f i c c a p a c i t y of the w l l in Mome 7 7
U-S. g a l l a n s / d n u c e / f o o t of draudova ( 1 6 ' 1 / 0 per metre draprdawn) and i9
i n s e n s i t i v e t o discharge rate in the discharge range of 600 to 1,200
U . S . gpm.
This indicares the vel1 i s efficient tu this pumping range.
From the Well 84 drillers l o g , it appeats Chat the cop Q f aquffcr i s at
eone 50 foot depth.
S t a t i c czater lev61 in Well 8 5 , with Well #4 pumpi n g , l e 11 f e e t . T ~ Q
dZtawdaoTIl measured a t 1224 U.S. g p s me 15.8 f e a t ,
or mrne 402 of available drawdown PO top af aquifer. We t$efare judge
that the safe y i e l d of Well CS 1s a t l a s t 1200 VIS.
gm, and is likely
a8 high as 1500 U.S. gpm.
Dac.
I
1 '92 113:17
TRU
Sepcanbar, 1986
P.
TEL 604-~a-0717
ENGINEERING
862-1096
2
3xBL.K L
6 74
LO22
1224
8.9
13.1
1s.a
76.1
18.3
n.4
Keasurmenta duridik the p m p tart t 4 l c a t e that interfareme from
14 added some 246 feet of draRLom ln ikll 15, Jl& *-tiyaned U S =
charge QP Veil 84 i s 600 U.S. gp&b It csp therefore be.&ptckmd
that
intarferenca from Well b5 w i l l lover tbt IWI:
level in Well #4 by aama
4 . 3 feet a t a pumping rate of 1006
a d by 6.4 feet a t (L pumpi n g rate o f 1500 U.S. gpmb
Well
The water level in Well Pb e h o d d be measured duriug pumpiag LO
determine if this l e v e l o f vel1 interfez-e
will maintain a safe submergence depch for the pump.
We judge thac the aquifer hag t d f l t l s n & potenrial far developing
anather 1000 U.S. 8pu1 well i n t h i s vfcluity- Bowwet, ouch 8 well locat e d , say, . 9 t o . 10 metres from the t w o alst.frrg mlLs would add another 4
t a 6 feet of interference t o the mUtLng u e l l a .
If the radiue of
influence of such a vel1 in this aquifer i s assumed to be 306 t o
1000 feet, the Thcim equation for s C e d p s t a t e dtawdowu predicts t h a t
increasing the well epacfng t o 30 mettea (100 feet) w i l l decrease well
incerfcrence t o some 1.5 t o 3 feet. 'ITSanalysis raquirer chat all
assumptioas inherent in deriving the Their q u a t i a n are valid Par this
aqui€er.
We ttmt c h i s provides you with t h e information you require,
Should you need aaythiag further, plea- do uot hesitate t o c a l l .
Youra very truly,
GDLDER ASSOCIATES
B.D. Burnett
Bpdtogealogit3t
S/S'd,.
89P'ON
.
s
420
600
700
800
860
920
WEk-400rnm8 (16”)
DEPTH TO TOP OF SCREEN
-
‘osoYoos w
18.9m (62”)
3.0
4.0
5.0
7.0
8.0
ELAPSED PUMPING TIME (MINUTES)
6o
120
180
240
300
-
--_
SOLID SYSTEM NO. 8
GROUNDWATER DEVELOPMENT PROGRAM
1986
,
Prepared for
Southern Okanagan Lands Irrigation District
BY
KALA GROUNDWATER CONSULTING LTD.
September, 1986
!
W
I C A U GROUNDWATER CONSULTING LTD.
No. 208, 3407-39th AVenUe
-
Vernon, B.C.
Telephone (604) 645-1720
-
V1 T 3E3
September 19th, 1986
Box 788,
Oliver, B.C.
VOH 1TO
Attention:
Mr. W.S. Ross
Manager
Dear Sirs:
I
Reference:
!
?
SOLID System No. 8
-
Groundwater Development Program
We are pleased to submit our report outlining the results of the
investigation recently undertaken to develop a groundwater supply
for System No. 8 at Osoyoos.
A summary
of the pertinent information relating to the well and
aquifer is included in Section 6 for your convenience.
If you have any questions relating to the study, please feel free
to contact our office.
Yours very truly,
CONSULTING LTD.
Hydrogeologist
LCT/ct
Encl:
TABLE OF CONTENTS
Page
................
(i)
. . . . . . . . . . . . . . . . . . . (ii)
. . . . . . . . . . . . . . (iii)
LETTER OF TRANSMITTAL
TABLE OF CONTENTS
LIST O F FIGURES AND TABLES
. . . . . . . . . . . . . .
1
. . . . . . . . . . . . . . .
3
SECTION 1
INTRODUCTION
SECTION 2
BACKGROUND
SECTION 3
DESCRIPTION OF PRESENT PROGRAM
Drilling And Well Completion
Aquifer Testing . . . . . . . .
3.1
3.2
SECTION
4
4.1
4.2
SECTION 5
5.1
5.2
.....
. . . . . .
. . . . .
4
4
4
. . . . . . . . . . . .
. . . . . . . . . . . . .
. . . . . . . . . . . . .
RESULTS O F PROGRAM
Well Completion
Aquifer Testing
DISCUSSION OF RESULTS . . . . . .
Projected Long Term Yield of Well
and Aquifer . .
Further Production From Aquifer .
....
7
7
8
10
. . . .
. . . .
11
. . . . .
12
SECTION 6
CONCLUSIONS AND RECOMMENDATIONS
APPENDIX A
Aquifer Test Data
APPENDIX B
Sieve Analyses
APPENDIX C
Driller's Reports
APPENDIX D
Preliminary Report on Exploratory Drilling
10
-
Osoyoos
'
P
(ii)
F
F
F
F.
i
F.
SECTION 1
INTRODUCTION
The present program was undertaken at the request of the Southern
Okanagan Lands Irrigation District (SOLID), to develop a source
of groundwater supply for System No. 8. Water from this system
supplies the area immediately north of Osoyoos. .The present study
was carried out following a preliminary exploratory test drilling
program completed in early December, 1955. Results of the test
drilling indicated favourable prospects for groundwater development.
At present, System No. 8 is supplied by surface water obtained from
Osoyoos Lake. During certain times of the year, concentrations of
algae increase in the water supply, and consequently minor problems
occur with respect to treatment and taste. A s a result SOLID management has decided to investigate the local groundwater resources.
The present investigation has involved the construction of a 10inch test/production well, followed by an extensive program of
aquifer testing. The extended tests were conducted to:
1) insure that dewatering of the aquifer will not occur with long-
term production from the aquifer.
2)
monitor changes in water quality, and in particular nitrate
concentrations, during continuous pumping conditions.
During the aquifer testing program, water levels in Osoyoos Lake
were dropping, due to decreased inflows into the Lake. While this
provided some complications regardinq pump test interpretation, it
also provided evidence of a hydraulic connection between Osoyoos
Lake and the aquifer.
- 1 -
The following report outlines the nature of the present investigation, provides a discussion of the results and includes recommendations for .further groundwater development. Detailed information
includinq pumping test measurements, sieve analyses and the driller's
report is attached to the Appendix.
*
.
In addition to the 10-inch test/production well, a test/observation
well was also drilled following completion of.the aquifer testing
program. Although a detailed discussion of this well is not provided
in the report, further reference is made in Section 5.
- 2 -
w
SECTION 2
BACKGROUND
The property selected for groundwater development during the present
program, is located along an abandoned spur of the Canadian Pacific
Railway, immediately north of the town of Osoyoos (see Figure 1).
This propoerty is situated immediately west of a small bay on Osoyoos
Lake, which at one time extended beyond the CPR right-of-way. With
the construction of the Canadian Pacific Railway, a closed depression
has been created, which presently contains a small slough.
The surficial deposits comprising the general area, consist of sand
and gravel of glacial outwash origin, overlying a thick sequence ’of
lacustrine silt and clay. The outwash gravel is fairly extensive
and consequently there is no problem in finding a permeable waterbearing zone at Osoyoos. The main difficulty is locating a site
where the granular deposits have enough saturated thickness to complete a high capacity water well.
In order to locate a site offering favourable prospects for groundwater development, a series of testholes were drilled in early
December, 1985 ( a copy of the report is attached to the Appendix).
A s a result of the exploratory drilling the present site was selected.
With respect to groundwater development at this location, two potential problems were identified, namely:
c
1) Following the installation of well screens in only 25 feet of
saturated material, the amount of available drawdown in a production well will be limited. For the project to be successful
the aquifer must be extremely permeable and have a reliable source
of recharge.
2)
Because the sand and gravel deposits extend to surface (i.e.
have no protective clay layer), and considering the number of
orchards in the area which use chemical sprays and fertilizer,
water quality may be a probl’em.
- 3 -
With these factors in view, a program of well completion, aquifer
testing and water quality monitoring was recommended to SOLID, and
following their approval, initiated in August, 1986.
- 4 -
SECTION 3
3.1
DESCRIPTION OF PRESENT PROGRAM
Drilling and Well Completion
All of the drilling and pump testing services under the present
program were carried out by Pacific Pump & Pressure Installations
Ltd. of Castlegar, B.C. The owner, Walter Koftinoff arrived on
site August 5, 1986, and drilling commenced that afternoon.
The 10-inch test/production well was drilled by the cable tool
method, using a 71 Speedstar drill. Once the water table was encountered at approximately 2 0 feet (6.1 metres), the material was
loose enough, to allow advancement of the.10-inch casing by bailing
and driving. Samples of the water-bearing material were obtained
at 2-foot (0.6 metre) intervals and sieve analysis performed by
Kala Groundwater Consulting Ltd. These analyses formed the basis
for screen size selection. Results of the sieve analyses are
included in the Appendix.
The drilling phase was completed on the 6th of August. The screens
were ordered and Walter Koftinoff returned on the 13th of August
to set the screens and develop the well. Initially, development
was carried out by surging with a solid surge block. Once the
amount of sand entering the screen decreased, a one-way surge
was attached, and the final development was carried out by surging
and pumping with a contractors pump.
3.2
Aauifer Testinu
Following completion of the ten-inch well, an extensive program of
aquifer testing was conducted.. The program included a preliminary
step-drawdown test, followed by three constant rate tests. A brief
outline of the testing program is as follows:
- 5 -
Test
Designation
Date Test
Started
Step Drawdown
Constant Rate 1
Constant Rate 2
Constant Rate 3
August
August
August
August
15
15
21
23
Pumping Rate
USgpm
Recovery
Interva1
30 min.
30 min.
3000 min.
4200 min.
403
1440 min.
40 min.
750
5520 min.
10080 min.
302,602, ti 703
650
.
Pumping
Interva1
During the testing program, a 31-foot ( 9 . 4 metre) domestic well,
located 88 feet (26.8 metres) from the new production well, was
used for observation purposes. This well was contructed with cement
cribbing. Also, some occassional measurements were obtained during
Test No. 3, from a utility well supplying a condominium complex,
located north of the new production well. ' A l l of the wells used
during the present program, are shown in Figure 2 .
*
previously noted, the water level in Osoyoos Lake was dropping
during the testing program, due to decreased flows into the lake.
The drop in lake level is illustrated in Figure 3 .
As
- 6 -
PLAN
I-
.
.. .-
. . . . . . . . . ,. ....
.
65
.
i
.
-.
.
.
!
. . . . .I
-
.
. !
.
-__
.....
i
. .
.
.
..
1
!
._
..
.
....
i
. .
...
!
_.. . . .
. . _. _. . -
!
I
. . . -..
,- ..
-
.
~...
...
I
I
..-. .- . .
.
.......
I . . .
;L
.. ' . . .
I
. . .,
-
.......
.
I
.
. . . .... _.... . .
!
. . . . . .
!
I
.
i
.
2
I
I
I
,
I
.
-
AUGUST
8
~
i
I
,
-4 - - ;,
i
. . .
1 : ; .
.
!
FIGURE 3
LAKE LEVEL FLUCTUATION
OSOYOOS LAKE
'
I
.
1 . i
...........
i , .
-
/
1
.
I
;
; . j
.
.
~.
. . . . . . . .
. .. . . t .... SEPT.
-.
,
.
W
SECTION 4
4.1
RESULTS OF PROGRAM
Well Completion
At the site of the new ten-inch well, the lacustrine silt and clay
interface was encountered at a depth of 44 feet (13.4 metres) below
surface. The ten-inch casing was taken an additional 3 feet (0.9
metres) into the silt and clay material, and drilling was terminated
at 47 feet (14.3 metres) below surface.
The water-bearing glacial outwash material overlying the lacustrine
deposits consisted for.the most part of coarse, well rounded gravel
with some coarse sand, which was fairly angular. A sandier interval
was encountered from 34 to 38 feet (10.6 to 1 1 . 6 metres). The water
table, at the time of drilling, was encountered at 18.8 feet (5.73
metres) below surface.
Based on the results of the sieve analyses, a screen assembly was
selected and installed as follows:
Depth Interval
Description
33.5
33.7
-
33.7 ft. (10.2
38.9 ft. (10.3
-
10.3 m)
11.9 m)
38.9
-
44.0 ft. (11.9
-
13.4 m)
44.0
-
47.0 ft. (13.4
-
14.3 m)
Figure "K" packer
10-inch telescopic, #150 slot (150
thousandths of an inch) size Johnson
stainless steel screen.
10-inch telescopic, 11200 slot,
Johnson's stainless steel screen.
8-inch casing size, steel, blank
section.
The blank section was installed at the bottom of the screen assembly
to allow utilization of all the available drawdown. This can be
accomplished by attaching a tail pipe to the base of the pump bowl
assembly. A well diagram is shown in Figure 4 .
- 7 -
--
1.0 ft 0.3
II
Ground
Leve1
/
10-inch steel, welded joint
casing
!
i
33.5 ft.
(10.2 m)
Water level (Aug. 7, 1986)
(5.73 m) below s u r f a
/ 18.8 ft
33.8 ft.
(10.
44.0 ft.
(13.4 m)
I
47.0 ft.
(14.3 m)
L
Figure "K" packer
/Johnson's
10-inch telescopic, 11150 slo
stainless steel sc
10-inch telescopic, #200 slo
/ Johnson's stainless steel
/blank
8-inch casing size, steel
section
L
Solid plate
FIGURE 4
sc
4.2
Aquifer Testing
..
The aquifer testing program was initiated with a preliminary step
drawdown test to determine the efficiency of the new well. Results
of the step drawdown test are briefly summarized as follows:
Step No.
1
2
3
I
Pumping
Rate (USqpm)
302
602
703
Drawdown
after.10 min.
2.6 feet
5.2 feet
6.3 feet
Specific Capacity
USgpm/foot of drawdown
116 USgpm/ft
116 USgpm/ft
112 USgpm/ft
Based on these results, the specific capacity of the well, which is
the quantity of water obtained from the well per unit of drawdown,
is 116 USgpm /foot, up to 600 USgpm. Beyond this pumping rate, the
specific capacity begins to drop a small amount. The relative
consistency in specific capacity, with increasingly higher pumping
rates indicates that the well is fairly efficient.
The second phase of the aquifer testing program, involved a series
of constant rate tests, to establish the hydraulic parameters of
the aquifer. Because of the limited available drawdown in the well,
it was important to establish steady-state conditions, where the
quantity of water withdrawn from the well is balanced by the rate
of recharge to the aquifer. For this reason, a total of three tests
were conducted. A summary of the test results is included in Table
1.
shown in Table 1, the coefficient of transmissivity varied somewhat, depending on the pumping rate, the length of test, and the
type of observation. In our opinion, this variation is due mainly,
to the drop in lake levels during the testing program. Because
the test data is analysed on log graphs, the effect would be most
noticeable during the longer pumping tests.
As
- 8 -
TABLE NO. 1
SUMMARY OF AQUIFER TEST RESULTS
HYDRAULIC PARAMETER
Aquifer
Test
Number
No. 1
Well Designation
and
Status
Pumping
rate
USgpm
Pumping Drop in lake
Interval level during
Minutes pumping int.
Transmissivity Storage
Drawdown at Method
end of test
of
Coefficient
Coefficient
metres feet Analyses USgal/day/ft
650
3000
2.485
8.15
Dug Well (Observ.
0.65
Dug Well (Observ.)
0.65
New Well (Pumping)
0.02 metres
1.37 x 10
2.13
2.13
Theis
1.16 x 10
Mod. Jacob
1.37 x 105
New Well (Recovery)
No. 2
1.18 x 105
1.46
4.79
Mod. Jacob
1.7
0.34
1.11
Mod. Jacob
1.46 x 105
2.99
9.8
Mod. Jacob
1.40 x 105
Dug Well (Observ.)
0.91
2.98
Mod. Jacob
1.28 x 105
Dug Well (Observe)
0.91
2.98
Theis
1.56 x 10
1.51 x 105
New well (Pumping)
403
1440
0.01 metres
Dug Well (Observ.)
No. 3
5
Mod. Jacob
Mod. Jacob
New Well (Pumping)
New Well (Recovery)
7 50
5520
Q . 10 metres
Mod. Jacob
3.8 x 10-1
x 105
1.4 x
#-’
During Test No.. 3, steady-state conditions (i.e. no further drawdown in the aquifer) began to occur after approximately 4000 minutes
of pumping. However? the lake level was also dropping fairly rapidly
at this stage (see Figure 3 1 , and consequenlty a further drop in the
pumping level was observed. The recovery data obtained during Test
No. 3 , provides a fairly good indication that there is a hydraulic
connection between the lake and the aquifer under present discussion.
Recovery in the well, reached a peak on August 31, 1986, and the
most recent data s h o w s that the water level in the well has been
dropping at approximately the same rate as the lake level.
Taking all factors into consideration, we have used a transmissivity
coefficient of 1.50 x l o 5 USgalIdaylfoot, ,and a storage coefficient
of 1.4 x lo-' for purposes of projecting a safe yield of the well
and aquifer. This is discussed in Section 5 of the report.
During the aquifer testing program, the nitrate concentration in
the water samples rose from 5 . 4 to 7.3 PPM and appeared to stabilize
at the higher concentrations. It is recommended that the nitrate
levels be monitored during extended pumping from the aquifer.
i
- 9 -
SECTION 5
5.1
DISCUSSION OF RESULTS
Projected Lonq Term Yield of Well and Aquifer
Based on the results of the present program, a projected long-term,
safe yield for the new ten-inch well is 575 USgpm. Further, by
drilling a second well, at a distance of between 4 0 0 and 500 feet
(122 and 152 metres) from Well No. 1, production from the aquifer
can be increased to 1000 USgpm. These projections are based on
the following assumptions:
1) Groundwater production from the new well (wells) will be carried
out for up to seven months per year on a continuous basis.
2) The water level in Osoyoos Lake will be maintained at approximate1
911 feet (277.6 metres).
These safe yield projections have also been made assuming that steadystate conditions will not occur in the aquifer, but that there is a
hydraulic connection between the lake and the glacial aquifer under
present discussion. In other words, it is our opinion that Osoyoos
Lake is a main source of recharge to the aquifer. If in fact, steady
state conditions do occur with extended pumping, it may be possible
to increase our projected safe yields.
Our safe yield projections have taken into account the following:
1) Initial drawdown after 10 minutes (specific capacity of well)
2) Drawdown in aquifer per log cycle (see Appendix)
3 ) Drawdown interference from additional wells (see Figure 5)
-
10
-
..
1.
c,
i-
.
I
-. . . . . . . . . . . . . . .
-
............
.. -
Le-_*
0.0
a,
a,
W
c
-d
a,
u
c
'a,
k
a,
W
&
/.0
..
.
.
:
.
;
.
I
I
.
. . . . . . . .
a,
c,
c
!-I
.
E
a
%k
0
. _-
.
_-
- .
__ -
_I.-.
--
8
P r o j e c t e d drawdown i n t e r f e r e n c e
i n a q u i f e r a f t e r seven months
c o n t i n u o u s pumping from W e l l N o .
a
a
a,
1
c,
U
a,
e
n
0
k
PC
/
D i s t a n c e From Well N o .
1 in f e e t
FIGURE 5
PROJECTED DRAWDWON INTERFERENCE
FROM WELL NO. 1
5.2
Further Production From Aquifer
As noted in Section 5.1, production from the aquifer can be increased
by utilizing a second well. During the present program, a 10-inch
testhole was drilled on the north branch of the abandoned CPR spur.
This testhole was drilled to be used as an observation well during
production from Well No. 1, and also with the option of completing
as a future production well. Based on the results of the preserit
program, we would recommend that in completing the second well, a
shorter screen assembly be utilized, with a larger slot size. This
will allow more available drawdown in the well. From a visual inspection of the samples obtained at the second location, a #250 slot
( 2 5 0 thousandths of an inch slot opennings) size screen could be used
in the well design.
Once the second well has been completed and tested, pumping rates
for the two wells can be recommended. If the second well is as
efficient as Well No. 1, then a possible pumping rate schedule may
be 475 USgpm from Well No. 1, and 525 USgpm from Well No. 2 .
-
11
-
W
SECTION 6
'I)
CONCLUSIONS AND RECOMMENDATIONS
During the present investigation, a ten-inch test/production well
has been completed, and an extensive program of aquifer testing
carried out. Results of the investigation have provided the following conclusions with respect to the new well and aquifer:
1 ) The new well is completed to a depth of 4 7 feet (14.3 metres)
in a shallow glacial outwash aquifer, which occurs along the
west side of Osoyoos Lake (see well completion diagram-Figure 4)
2) The new well has a specific capacity of 116 USgpm/foot of draw-
down, and the aquifer has a coefficient of transmissivity of
1.5 x l o 5 US gallons/day/foot, and a 'storage coefficient of
1.4 x 10-1 (see Section 4.2).
3) There is good evidence that there is a hydraulic connection
between Osoyoos Lake and the shallow aquifer, and reasonable
evidence that steady-state conditions (balance between production
from the well and recharge to the aquifer) will occur with exitended pumping (see Section 4.2) .
4)
Based on the aquifer test results, and assuming that steadystate conditions will not occur, the new well has a long-term
projected yield of 575 USgpm. By utilizing a second well, production from the aquifer can be increased to 1000 USgpm.
5 ) Nitrate levels in water samples obtained during the testing
program, rose from 5.4 to 7.3 PPM, but appeared to stabilize
at the 7 PPM range.
During the aquifer testing program, water levels in Osoyoos Lake
were dropping fairly rapidly, which created some complications with
respect to the interpretation of aquifer test data. For this reason
-
12
-
we would recommend the following program of water level and water
quality monitoring:
1) Measure the water level in the new well and obtain lake level
data, on a weekly basis during the next few months.
2)
i
:J
Once the new well is put into proauction, measure water levels
in the pumping'well and new observation well, on a daily basis
for one month, and a weekly basis for the remaining production
period.
3 ) Monitor nitrate levels in the well water on a monthly basis.
With respect to pump setting, we would recommend that the base of
the bowl assembly be s e t as close to the t o p of the screen as possiblr
or t h a t a tail pipe be added to the pump bowls.
-
13
-
1
APPENDIX A
Aquifer Test Data
SOLID SYSTEM NO. 8
NEW WELL
STEP DRAWDOWN TEST
Pre-test water level: 6.05 m (19.85 ft.)
Reference point: top of c s c
Date of test: Aug. 15th, 1986
Time test started: 3:OO PM
Ht. of casing: 0.3 m (1.00
above grour
PUMPING INTERVAL
Time (t) since
pumping started
in minutes
Depth to
water
(metres)
Drawdown
in
metres
Comments
Step No. 1
1
6.615
0.565
2
6.84
3
4
6.79
0.79
0.74
6.83
6.84
0.78
0.79
6.85
6.85
0.80
0.80
1
7.55
Pumping rate: 6 0 2 USgpm
2
7.635
7 ..61
7,615
7.63
7.64
7.65
1.50
1.585
1.56
1.565
1.58
1.59
1.60
1
2
7.91
7.92
1.86
1.87
Pumping rate: 703 USgpm
3
4
7.92
7.93
1.87
1.88
6
7.94
7.96
1.89
6
8
10
.
Step No. 2
3
4
6
8
10
Step No. 3
8
1.91
I
1
r
a
U
n
m
I
t
N
SOLID SYSTEM NO. 8
NEW WELL (CONSTANT RATE TEST NO. 1)
PUMPING WELL
Pre-test water level: 6.06 m
Time test started: 4:OO Pm
Reference Point: top of casing
Ht. of casing: 0.3 m (1.00 ft)
above ground
PUMPING INTERVAL
Time (t) since
pumping started
in minutes
Depth to
water
(metres)
Drawdown
in
metres
1
2
7.81
7.82
3
7.82
7.82
7.85
7.84
7.85
1.75
1.76
1.76
1.76
1.79
1.78
1.79
7.86
7.875
7.885
7.905
7.92
7.935
1.80
1.815
1.825
1.845
1.86
1.875
7.955
7.97
7.99
8.015
8.035
8.06
8.085
8.12
1.895
1.91
1.93
1.955
1.975
2.00
2.025
2.06
8.15
8.18
2.09
2.12
4
6
8
10
13
16
20
25
32
40
50
64
80
100
120
150
190
240
300
380
Comments
.
Cont'd Following Page
c
w
S O L I D SYSTEM NO. 8, Constant Rate Test (New Well) Cont'd
PUMPING INTERVAL CONT'D
Time (t) since
pumping started
in minutes
Depth to
water
(metres)
Drawdown
in
metres
600
780
8.21
8.25
8.29
2.15
2 :19
2.23
960
8.33
2.27
1200
1440
8.36
2.30
2.33
1680
8.39
8.425
1920
8.45
2.365
2.39
2160
2400
2580
8.45
8.48
2.39
2.42
8.49
2.43
2880
8.545
2.485
480
Comments
'
Increase pumping rate
slightly
2
6
4
8
2
4
6
0
,
...I. j
2
6
4
2
8
0.0
/. 0
,
. . . . . . . . . . .
. . . . . .,
. . . . . . . .
.
- ...1 - ........+...:.
. . . . . . . . . .
. . . . . .
.
O . . . O
. .
. .
(
-
2.0
_.-..
.
.
I
.
.
..
.
.
.
. .:.
.
;
:
I":
.,..!..
,
a
~
!
........
'
.
. . . . .
.
,
.
,
.
. . . . . .
._ - . ..
. . . . . .
-...-..
-.
,......
.........
~
.;..
.
.
I
.
.
. I . . .
...(
0.
.
m-.
' I
1 ' '
.
.
.
.
....
,
i
!
.
.
I
.
,
._
.
.
.
.
.
. ,. . ,
. . . . . .
. .
~
I
.
Time (t) in minutes
Well NO. (Status) : New well .(pumping) Dote : Aug. 15th, 1986
Discharge ( Q 1 : 65 0 Usgpm
Aquifer Test : Constant Rate No. 1
Reference Point : TOP of casing
Pre-test Water Level : 6. 0 6 metres
Remarks :
0.3 m above surface
\
+
\
\
u u . . o u ~ ~ * u m c o ~ u ~ ~ * o ~ m SOLID SYSTEM #8
rrn
CONSTANT RATE TEST NO. 1
-ILL.
_.I.
--I,"
C ~ C A
..
.
.
-. . . . . . . - . . . .
_.
I
. I . . . . . . I.. . . : .........,
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..:
- ._,.. , .
!
,
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I...
.
.
.
--a-
. . . .
. . .I .
.
'
n s = 0.38
.
-0.-*
..
. . . .
t
..! !
./
. . . . . . . . . . . . .,.., . . . . . . . .
. . . . :
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.
1.. .... -- .... _, - -.- _ . - - /-.
. .
. . .
,
.
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.
. . . . . . .-. . . . . . . . . . . .
.
.
4
..
'
..,-..
,
,
.. , . ; ;
._....
-*-a-
: . I ...!.
..:. . . . .i . ;....j
..,,.._...
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, ..,. ..
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. . . . . . .
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. . . . . .. . ..
; . .I . . .
1
_;
.
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. . ,...I..... .
<
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- . ...__
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. ....i. ...:._.I.
,
-__. c-. -_
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. I ....,... ! . . . 1
. . . . . . . . . .I. . . . . . . . . . :
.: ...........,
. . ......
. . . . . . . . . . ; ...] . . . f . . i
. I.................
.
- .. ._..... .__..._
.
. : . . ....................
i ........
. I.
. .
,
:
,
.
. . . . :...,.
...........
.....
.........
. . . . . . . . ,. . . . ,,
. . .
.
.
.
I
.
,
. . . . . . . .
~
i
:.. .j...
I
!
~
....................
-
__
.
~
. . . . . . .
. . . . . . . . .- ..............
. . .
.
!
, . ,
I . .
I
0
..i
/...I
I
.
. . . . . , . ,. . .
.1 ..i . . . . .
.
. !
..
. . --i ..... . - .................... I
-1
....
. . . . . . . . . ;..!...i
....
. . . . . . I . .....I :
3
1
.
!...I
1.
.
.
.
. .
I
,
. . . . . . . . . . . . . . .I .... :....I ,_....!I ...!, i
. . . . ., . ! I, . . ., : ..! ! 1 . '
. . . . .
i
I
.-.
.- ..- ..__/
. . . .
I
.
;
._., ._.._.,
, a : . ,!
..
. .
I
.:.I
.j
I
. ..
:,..(...:.
.
.-
w
W
SOLID SYSTEM NO. 8
DUG WELL (Observation)
Pre-test water level: 25.08 feet
Depth of well: 31 feet
Reference point: top of cribbing
Ht. of cribbing: ground level
r = 88 feet
PUMPING INTERVAL
Time (t) since
pumping started
in minutes
Depth to
water
in feet*
Drawdown
in
in feet
25.08
25.125
25.125
0.045
25.17
0.09
8
10
13
16
20
25
32
40
50
64
80
100
120
150
25.17
25.17
25.21
25.21
25.21
25.23
25.25
25.27
25.30
25.33
25.40
25.43
25.50
25.55
25.625
0.09
0.09
0.13
0.13
0.13
0.15
0.17
0.19
0.22
0.25
0.32
0.35
0.42
0.47
0.545
190
240
25.71
25.79
0.63
0.71
300
25.89
380
26.00
0.81
0.92
0.00
0.045
Cont'd
Comments
Pumping rate in new
well - 650 USgpm
SOLID SYSTEM NO. 8, Constant Rate Test No. 1, Dug well (Observ.)
Depth to
water
in feet*
Drawdown
in
in feet
480
26.11
600
26.21
1 :03
1.13
780
960
26.375
26.46
1200
26.625
1.38
1.545
1440
26.71
1.63
1680
1920
2160
2400
2580
26.875
26.96
27.00
27.10
1.795
1.88
1.92
2.02
27.125
2.045
2880
3000
27.19
27.21
2.11
2.13
Time (t) since
pumping started
in minutes
Comments
1.295
.
L,
a,
cu
. . . . . . .
u-c
c
.
.rl
. . . . . . . .
.
,
.
,
.
.
.
c
.
.
.#..
. .
. . . . . . . . .
. ,
.
. . . . . . . . . . . . .
.
,.....
. . . .
.-. . - .- .--.
. . - - ..-. ..
.I
a
.
. . . -
%
. .
i
-1
!4
a
.
.
.
.
., .
. . . . . . .!..
'00
Well No. ( S t a t u s )
Aquifer Test
Pre-test
:
Water
:
T i m e (t) i n m i n u t e s
D u g w e l l ( o b s e r v . ) Dote : A u g .
Constant R a t e No.
Level : 25. 08 f e e t
1
Discharge ( Q 1
Reference Point
Remorkr :
.
M U - W ~ C Q V W L M ~ * I ~ L ~
In.--.
L.- a <
.*no
---*m
S O L I D SYSTEM NO. 8
1 5 t h , 1986
650 usgprn
:top of cribbing
ground l e v e l
-
.
I
2
3
4
3
I
6
7
~
2
1
7
4
5
6
t u 9
I
2
3
4
5
6
7 4 9 '
2
3
4
5
6 7 U 9
I
2
3
1
5
-
.'r('#I
~
I
I
9
9
8
n
7
7
6
6
S
5
4
4
3
3
2
.
. . . .
.
I
. . .
.
.
. . ,
-
..
.
:
,
.
.
.
..
.
I
9
8
7
6
5
4
4
2
0.1
9
8
7
6
5
4
3
2
.o I
c
SOLID SYSTEM NO. 8
RECOVERY
Date test started: Auq. 17th, 1986
RECOVERY INTERVAL
Time (t') since
pumping stopped
in minutes
1
T
Date
Aug 17
Time
6:OOPM
2
3001
1501
1001
751
501
376
3
4
6
8
10
13
16
20
25
32
40
50
64
80
120
180
240
300
840
1080
1320
1560
2280
2520
$. T'
T'
301
232
189
151
121
95
76
61
48
38.5
26
18
13.5
11
Aug 18
Aug 19
8:OOAM
12:OO N
4 :OOPM
8: OOPM
4.6
3.8
3.3
2.9
8:OOAM
12:OO N
2.3
2.2
Residual Drawdown
Pumping Well
Dug Well
in metres
feet*
0.79
0.78
0.77
2.13
2.12
2.10
0.765
0.745
2.09
2.07
2.045
2.02
0.73
0.715
0.705
0.68
0.66
0.64
0.62
0.60
0.58
0.555
0.53
0.49
0.44
1.98
1.94
1.92
1.88
1.84
1.795
----
0.20
0.17
0.14
1.67
1.61
1.50
1.38
1.23
1.14
0.68
0.61
0.48
0.40
0.21
0.10
0.13
0.40
0.375
0.245
0.22
w
W
SOLID SYSTEM NO. 8, CONSTANT RATE TEST NO. 1, RECOVERY
RECOVERY INTERVAL CONT'D
9ime (t') since
pumping stopped
in minutes
2760
1+
bate
Aug 19
3000
3720
4200
Aug 20
T'
Residual Drawdown
Pumping Well
Dug Well
in metres
Feet
+ime
T'
4:OOPM
2.1
0.08
0.09
8: OOPM
2.0
0.07
8:OOAM
1.8
1.7
0.05
0.04
0.08
0.08
4 :OOPM
0.05
2
4
6
0
2
6
4
2
8
I
6
4
. . . . . .
! .
,
.
.
- .
.
...*
.
.
.
I
t
.
.
.
.
..
.. - .. -..
..
.
I
.,. , . .
.....
.
.
. .
a
a
. . . . . . . . . . . . . . . . . . . _. .
. . . . . . . . . . . ,
....
. ,..,,
. . . .
. . . . . . , . . . . . ..; . .
. .
. .
.
,
,
. .
I
.
, .
. . . . ,. . . . . . . . . ,
. . .
.
1 ,
.
.
. . a , . ;
. .
. . . . . . . . . ,. . . . .
...........
.
,
. . . . . . . . . . -
Q
,
......
.
. . . . . - .-. .
.
..
__ . . .
:...a
,
..,.
,
....
. . . . . .; .....
.
~
I
. . . .
. . . . .
. . . . . . . .
.........
......
.... ._.. - - .......
..
... : . . . . . . . . . . . . . .
.... . : . .~. . .
"6..
e .
,
I
0
,
. . . . . . . .
.
.
.
.
, . .
/o0 0
Dote:
Aquifer Test
:No. 1 (Recovery)
Pre-test Woter level :
17th, 1 9 8 6
AUg.
Discharge (
Q ):
Reference Point
:
Top of casinq
0.3 m above surface
SOLID SYSTEM NO. 8
CONSTANT RATE TEST NO. 1 (RECOVERY)
. _ _ _ _
___ .
._
. . . .
0 .'
._
.
__
.
. . . . . . .
.. ,
Time (t') in minutes
..
. . . . .._.
..
...I..._
. . . . . .
..............................
)...I
2
8
U
Qlw
SOLID SYSTEM NO. 8
PUMPING WELL
Pre-test water level: 6.10 metres
Reference point: top of casing
Date of test: Aug. 21st, 1986
Time test started: 11:OO AM
above ground
PUMPING INTERVAL
Time (t) since
pumping started
in minutes
Depth to
water
(metres)
Drawdown
in
metres
1
2
3
4
6
8
7.51
7.19
7.185
7.20
7.20
1.41
1.09
1.09
1.085
1.10
1.10
7.21
7.225
7.24
7.26
7.285
1.11
1.125
1.14
1.16
1.185
7.285
7.22
1.185
1.12
1.195
1.21
1.215
1.23
1.255
10
13
16
20
25
32
40
50
64
80
100
120
150
190
240
300
380
480
7.19
7.295
7.31
7.315
7.33
7.355
7.37
7.39
7.40
7.425
7.44
7.445
Comments
Pumping rate: 403 -USgpm
'
Decrease pumping rate
slightly
1.27
1.29
1.30
1.325
1.34
1.345
slightly
Cont 'd Following Page
w
w
SOLID SYSTEM NO. 8, CONSTANT RATE TEST NO. 2, PUMPING WELL
Time (t) since
pumping started
in minutes
!
i
Depth to
water
(metres )
600
7.50
780
960
7.505
7.52
7.54
1200
1440
Drawdown
in
metres
1.40
1,405
1.42
7.56
1.44
1.46
1
6.52
1.42
2
6.51
6.50
6.49
6.48
6.46
1.41
1.40
1.39
1.38
6.44
6.42
6.395
1.34
1.32
RECOVERY INTERVAL
3
4
6
10
16
25
40
1.36
1.295
Comments
Pumping rate: 403 USgpr
~
2
6
4
8
2
L-.
2
4
4
2
. . . _I .
..
.I.
""!'
.....
....,.
......
. .s
-:&
Time (t) in metres
Well No. (Status)
Aquif8r
Test :
Pre-test Water
A/.
-==eF=\'
~
n
n
~
11u.I-- ..
e.
u -*
m
.
I
.
.
,
-
Remarks
t
m
.
:
New well (pumping)
Constant rate No. 2
level : 6 . 10 metres
Dote
:
21, 1 9 8 6
Aug.
Discharge ( Q
I
Reference Point
:
SOLID SYSTEM NO. 8
:
:
4 03 USgpm
Top of casing
0.3 m above surface
V
SOLID SYSTEM NO.
8
NEW WELL (CONSTANT RATE TEST NO.
2)
DUG WELL (Observation)
Pre-test
water level:
25.08 f e e t
Reference p o i n t : t o p of c a s i n g
o f c r i b b i n g : ground l e v e l
D a t e o f t e s t : Aug. 21st, 1986
Ht.
T i m e t e s t s t a r t e d : 11:OO AM
r = 88 f e e t
PUMPING INTERVAL
Depth t o
Drawdown
water
in
i n feet*
(feet)
1
25.08
0.00
2
25.08
25.08
0.00
25.08
0.00
6
25.08
8
10
13
16
25.08
0.00
0.00
20
25
32
40
50
64
80
100
120
153
25.15
25.21
25.21
25.23
25.25
25.30
25.35
25.375
25.42
25.48
190
240
25.54
25.58
0.50
300
25.65
0.57
380
25.71
0.63
Time (t) s i n c e
pumping s t a r t e d
i n minutes
3
4
25.08
25.11
25.125
Comments
Pumping r a t e i n new w e 1
403 USgpm
0.00
0.00
0.03
0.045
0.07
0.13
0.13
0.15
0.17
0.22
0.27
0.295
0.34
0.40
0.46
C o n t ' d F o l l o w i n g Page
SOLID SYSTEM NO. 8, CONSTANT RATE TEST NO. 2, DUG WELL (Observ.)
Depth to
water
in feet*
Drawdown
in
(feet)
480
25.79
0.71
600
25. a6
780
25.94
960
1200
26.02
26.10
26.19
0.78
0.86
0.94
1.02
1.11
Time (t) since
pumping started
in minutes
1440
i
Comments
-
2
6
4
2
8
6
4
2
8
2
4
.
h
. . . . ,. . . . .
. .
..
I
I
.
,
.
.
.
. . . ,
, . ;
.
8
,
.
.
.
.
.A,.
.
.
e..:
.....
,
...........
/o 0
.111"
, .
,
,
---,a#
.
.
.
.I .i .; . .
4
..
LL-L-.
-.c
,
Time (t) in minutes
Well No. ( S t o t u r ) :Dug well (observ.) Dote : Aug. 21, 1986
,Constant Rate NO. 2
Discharge ( a ) : 4 0 3 USgpm
Pre-test Water l e v e l : 25-08 feet
Reference Point : Top of cribbing
ground level
Remorks :
SOLID SYSTEM NO. 8
._
. , . .
,
.
.
.
.
,
. . . . . .
.
,
I
. .
w
w
SOLID SYSTEM NO. 8
PUMPING WELL
Pre-test water level: 6.15 metres
Date test started: Aug. 23rd, 1986
Reference point: top of casing
above ground
PUMPING INTERVAL
Depth to
water
(metres)
Drawdown
in
metres
1
2
8.23
8.20
2.08
2.05
3
4
6
8
8.19
8.20
8.22
10
13
16
8.25
8.27
8.28
2.04
2.05
2.07
2.09
2.10
2.12
2.13
20
8.30
2.15
8.315
8.34
8.36
8.385
8.41
8.43
8.46
8.48
2.165
2.19
2.21
2.235
2.26
2.28
2.31
2.33
2.355
2.39
2.42
2.46
Time (t) since
pumping started
in minutes
8.24
25
32
40
50
64
80
100
120
150
190
240
300
380
8.505
8.54
8.57
8-61
8.645
8.68
8.72
2.57
750
8.57
2.60
960
8.86
2.71
480
600
Aug. 24
Comments
.
2.495
2-53
Pumping rate high
Decrease slightly
w
rrlrrp
SOLID SYSTEM NO. 8, CONSTANT RATE TEST NO. 3, PUMPING WELL
Depth to
water
(metres)
Drawdown
in
metres
1200
1440
8.84
8.87
2.69
2 ..72
1680
8.895
2.745
1920
8.93
2.78
8-95
8.97
2.80
2-82
2.84
2.85
2.87
Time (t) since
pumping started
in minutes
2160
.
Aug. 25
2400
2640
2880
3120
3360
3600
3840
4080
4320
4560
4800
5040
5280
5520
8.99
9.00
9.02
Aug. 26
9.08
2.89
2.905
2.92
2.93
2.93
9.09
9.11
9.12
2.94
2.96
2.97
9.135
9.14
2.985
2.99
9.04
9.055
9.07
9.08
Aug. 27
comments
2
2.0
s
4
o
2
2
2 3
5:o 2.6
Pia
k 2.7
,
2.9
. . . . . . . . .
. . . . . . .
. . . . .
. ,.
...
,
.
.
. . . . . . .
...
.
1
. . I . . ,
........... .1
......
"'!
. . . .
New well (Pumping)
Aauifor Toat :Constant Rate NO. 3
h - w Water i o v d : 6. 15 metres
No. ( S t o t u a )
Remorka
-..
. .yLu-.IcIIy.IIm
. . -_-*...
. . . .
.' '
"
...
. . . . . . .
W.II
.......
:
I
Doto
:
Diachorpo
Rdoronc*
Time (t) in minutes
23, 1986
[ Q ) I 750 USgPm
Point : Top Of Casing
0.3 m above surface
Aug.
SOLID SYSTEM NO. 8
2
4
SOLID SYSTEM NO. 8, CONSTANT RATE TEST NO. 3, DUG WELL (Observ.)
Time (t) since
pumping started
in minutes
1680
1920
2160 Aug.25th
2400
2640
2880
3120
3600 Aug. 26th
3840
4020
4080
4320
4560
4800
5040 Aug. 27th
5280
5520
Depth to
water
(feet)
Drawdown
in
feet*
2,37
2.48
2.58
2.67
2.73
2.81
2.89
2.90
2.94
2.97
2.99
3,Ol
3.05
3.125
3.125
3.17
3.19
2.16
2.27
2.37
2.46
2.52
2.60
2.68
2.69
2.73
2.76
2.78
2.80
2.84
2.915
2.915
2.96
2.98
Comments
.
.
I
I
2
3
.I
5
h
2
3
4
>
.
I
-a:+'
2
3
4
5
h I ( 1 9 I
2
3
4
5
6
-.-
* 8 9 l
f d r
Y
X
P
0
2
I
I
9
2
J
4
5
6 1 8 9
I
2
I
I
5
h
I
d
,
I
2
3
4
J
- - * # I
z
3
1
5
r , ? n 9 '
3
1
5
6
' 8 . I l
W
W
SOLID SYSTEM NO. 8
RECOVERY
Time test started: 1O:OO AM
Date test started: Aug. 27th, 1986
RECOVERY INTERVAL
!
Date
Aug 27
Time
Time (t') since
pumping stopped
in minutes
1O:OO AM
T'
Depth to
water
(metres)
Residual
Drawdown
(metres)
7.20
1.05
2
3
4
2761
1841
7.20
1.05
1.035
6
1381
921
7.185
7.17
7.14
1.02
0.99
8
691
7.12
0.97
10
553
7.10
0.95
13
16
426
0.93
0.91
20
346
277
7.08
7.06
7.04
0.89
25
222
7.01
0.86
32
174
40
139
111
6.99,
6.96
0.84
0.81
6.935
6.90
6.875
6.845
0.785
0.75
0.725
0.695
6.77
6.72
0.62
6.69
0.54
380
4:OO PM
T'
5521
300
8:OO AM
12:OO Noon
+
1
50
64
80
100
170
240
Aug 28
T
87
70
56
33
24
0.57
19
15.5
12.5
6.65
0.50
6.615
0.465
480
1320
1560
5.2
6.445
0.295
4.5
6.415
0.265
1800
4.0
6.405
0.255
,
W
APPENDIX B
SIEVE ANALYSES
,
DEPTH:
.3 0 '
100
90
80
a
w
73
z
-
a
e
W
C
5
L
W
50
0
K
w
0
40
W
L
>
so
l-
a
J
20
IO
0
...
,d
S I E V E I9HRLYSIS
PROJECT:
dt?
-r '
DEPTH:
SIEVE
OPENING
IN
THOUSANDTHS
Of
AN
INCH
90
90
eo
n
W
70
70
-a
L'
t-
W
a
co
60
so
50
iIJ
V
a
w
a.
49
43
W
I
-- I
I
I
I
- .,
->
t
4
1
J
I
I)
I
20
$20
3
V
IO
IO
16
8
NUMBER
-
0
DEPTH:
SIEVE
?9‘
OPENING
IN
THOUSANDTHS
Of
AN
INCH
IO0
90
90
90
2 83
80
-5
L
-
70
c
60
J 70
9
3 0
r
so
&J
L 50
J
-D- a
40
J
3
30
2 30
3
J
-2G
20
10
IO
0
0
-po1odcfo49
Y)
20
I6
SIE%
.
8
N U M B ER
0
DEPTH:
SIEVE
5%
/
OPENING
IN
THOUSANOTHS
e
OF
AN
INCH
4
N U M 8 ER
SIEVE
.J
50
OPENING
IN
THOUSANOTHS
OF
AN
INCH
:
3
'
1
30
20
IO
0
IO
0
--
DEPTH;
SIEVE
. 3 F
' --
OPENItJG
IN
THOUSANDTHS
Of
AN
NUMBER
I ( ~ L ~ I
6
c
DEPTH:
+/
--'
-
DEPTH;
-7-?
/
I
SIEVE
.
,.
.
HO
OPENING
. .
.
16
IN
.
S I &E
THOUSANDTHS
OF
AN
INCH
.
io
8
N U M 8 ER
4
4
APPENDIX C
Driller's R e p o r t s
'.C
3
4Ad
"WATER WHERE YOU WANT IT-WHEN
YOLJ WANT IT"
- ~ - Date
Unit
Driller
--
WELL>
- rubivb - GUMPLtTE PRESSUFE SYSTEMS
--
IRRIGATION SYSTEMS A N D SUPPLIES
-
Unit
D2?0
From
Total Feet
I
REMARKS: To be signed by makor
Drilla:
LAJELLS - PgMPS
- CGL’PLETE PRESSURE
S Y S T E M S - IRR!GATiOM SYSTEMS AND SUPPLiES
”WATER WHERE YOU V J A N T IT-WIHEN
P.O. Box 3297
Castlegar, B.C.
Vltd 3i-16
YOU VJAbIT IT”
Phone 355-5200
APPENDIX D
‘3
Prelimary Report on Exploratory
Test Drilling - Osoyoos
/
/
1
/
f
1
AXLA GROUNDWA TER CONSUL TING L TD.
8204 Tebo Drive
Vernon, B.C.
VlB lV3
Phone (6041 545- 1720
January 22nd, 1986
Box 7 8 8 ,
Oliver, B.C.
VOH 1TO
Attention:
Mr. W.S. Ross
Manager
Dear Sirs:
Reference:
.'>
Exploratory Test Drilling Program - Oliver and
osoyoos
The following is to outline the results of the test drilling
program which was carried out at O s o y o o s and Oliver in early
December, 1985. The purpose of the investigation, was to
determine the potential for groundwater development, at locations
where a source of groundwater supply would prove beneficial to
S.O.L.I.D., at this stage in their overall water distrubution
plans.
All of the drilling was carried out by Northspan Explorations
Ltd. of Kelowna, B.C., using a Mobile Drill, equipped to drill
by the reverse circulation method. With this technique, doublewalled drill stem is utilized, injecting air to return the drill
cuttings to surface.
The drill stem serves as casing as the
drilling proceeds, providing representative soil samples, and
allowing a fairly good indication of groundwater occurrence.
Results of the program are briefly described as follows:
Cont'd
.
./2
r
of
ing
re
lete
:he
IO.
1
IO.
4,
II
to
0
et
- 3 -
in a production well will be limited.
2)
Because the sand and gravel deposits extend to surface,
( i . e . no protective clay layer), and considering the
number of orchards in the area which use chemical sprays
and fertilizer, water quality may become a problem at
this site.
In order to answer these questions relating to well yield and
water quality, we would recommend that a test well be drilled
at the " Y " Site. T o partially overcome the problem of available
drawdown, a blank section could be attached to the bottom of the
I
.
ps
screen assembly, which will allow for the installation of a pump
intake below the screens. Upon completion of the test well, a
24-hour pumping test should be conducted and water samples
obtained for chemical analyses. Results of the test will provide
the necessary parameters to design a well system, and the
chemical analyses will answer the question reqarding water quality.
If an adequate supply of water cannot be obtained from the
test/production well, because of the limited available drawdown, it may be necessary to utilize amulti-welldesign, involving two or more wells. It may also be worth considering the
construction of a horizontal collector system, similar to the
well at Prince George, or artificial recharge to the aquifer by
pumping from the Lake.
With respect to the initial phase, it is recommended that a
10-inch diameter test well be considered. This will provide
sufficient allowance for the pump intake to be set below the
screen assembly, if this becomes necessary. A n estimate of
costs to drill and complete a 10-inch test/production well is
outlined as follows:
Cont'd
.
./4
Bd
- 4 Mobilization and demobilization . . . . . . $ 500.00
Drill and drive 10-inch casing
65 feet x $50.00Jft
3250.00
Supply well screen
15 feet x $222.00/ft
3330.00
Supply blank section
1 0 feet x $45.00/ft
450.00
Install screen assembly and develop well
4 0 hours x $70.00/hr . . . . . . . . . .
2800.00
Total
$10330.00
. . . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . . .
Adding in the costs for pump testing and consulting, the initial
phase will range between $15,000.00 and $16,000.00.
2) Oliver
-3
At Oliver, an 83-foot testhole was drilled towards the south
end of town, west of Highway 9 7 and the Oliver Airport. The
hole was drilled in the northeast corner of L o t ~ L Yui1 - , _ _
Posnikoff property (see Figure 2).
The subsurface materials encountered at this location, consisted
of sand and gravel to 8 0 feet, unerlain by s i l t . with respect
t o texture, the sand and gravel was medium to coarse in size,
and the gravel was fairly well rounded. Upon completion, the
water level in the testhole was 20 feet below surface.
Based on the preliminary test results, it is our opinion that
the prospects for qroundwater development at this location are
excellent. The granular deposits are permeable and there is at
least 60 feet of saturated thickness. We feel that a properly
designed well at this site, should produce between 500 and
1000 USgpm.
Cont'd
.
./5
c
W
- 5 -
The next stage, will be to establish the yield requirements at
this location. Providing these requirements are not excessivly
high , the completion of a test/production well should follow,
which will be used to evaluate the groundwater source, and
hopefully meet the water demands.
We trust this meets your present needs, and please feel free
to contact our office if there are any questions concerning the
test drilling program. We are available on request, to discuss
further groundwater development at either of the locations
addressed in this letter.
Yours truly
KALA GROUHDWATER CONSULTING LTD.
L.C. Topp
Hydrogeologist
LCT/ts
Encl:
S.O.L.I.D.
EXPLORATORY T E S T DRILLING PROGRAM
( A ) OSOYOOS
TI-I. MO.
1 ("Y"
Depth Interval
( i n feet)
0 - 7
7 - 16
16 - 3 0
.
30
-
38
38
-
45
45
-
57
57
-
82
Tfi.
Lithologic Description
Coarse sand and gravel, brown, dry
Medium coarse sand with some gravel
Medium to coarse sand with gravel
lenses (medium'gravel) dry
Medium to coarse sand with gravel
lenses (medium gravel) wet
Medium to coarse sand and gravel
saturated producing small amount
of water
Coarse sand with medium g r a v e l ,
fairly well rounded
Silty clay, grey
NO. 2 (Railway grade immediately above lake)
Depth Interval
(in feet)
0 - 9
9
Site)
- 19
Railway grade fill, clay, sand and
mixed gravel
Medium to coarse sand with medium
gravel, brown, dry
19
-
23
Medium to coarse sand with medium
gravel (wet)
23
-
47
Gravel (pea size) with coarse sand
saturated
47
-
60
Silt - silty clay
-. ,
TH.
NO.
3
(Osoyoos
Depth I n t e r v a l
(in feet)
0
12
13
-
24
-
24
Medium sand w i t h medium t o c o a r s e
g r a v e l , brown, d r y
51
Medium t o c o a r s e sand w i t h medium
g r a v e l , s a t u r a t e d a p p e a r s t o be
siltier t h a n a t s i t e N o . 2
Silt
M a t e r i a l o v e r a l l does n o t a p p e a r t o be a s c l e a n and
permeable a s a t S i t e N o . 2 .
4
0 - 7
62
N a t i v e soil, loamy g r a v e l , g r e y brown
(Osoyoos 9 1 s t and 92nd Avenue)
(in feet)
45
3 0 0 f t n o r t h of T H # 2 )
13
NO.
-
-
Railway g r a d e f i l l , sand and g r a v e l
Note:
7
Railway Grade
12
51 - 60
TH.
-
L i t h o l o g i c Description
Medium sand and g r a v e l , brown, d r y
45
S i l t y c l a y , brown m o t t l e d
62
S i l t y c l a y , g r e y brown m o t t l e d
120
S i l t y c l a y , grey
w
S.O.L.I.D.
EXPLORATORY TEST D R I L L I N G PROGRAM
(B) OLIVER
1 (Oliver
TH. NO.
(in feet)
-
Posnikoff S i t e )
G r a v e l , medium t o c o b b l e s i z e
(dry)
Gravel a s a b o v e w i t h some s a n d
(dry)
Gravel medium t o c o a r s e , f a i r l y
d i r t y ( s i l t y ) saturated
0
-
10
10
-
19
19
-
30
30
-
37
Gravel medium t o c o a r s e , c l e a n e r
37
-
47
Coarse s a n d a n d g r a v e l (medium t o
coarse) f a i r l y c l e a n
47
-
53
Medium g r a v e l w i t h s t r i n g e r s of
f i n e t o medium s a n d
53
-
80
Medium s a n d a n d g r a v e l , some t h i n
s t r i n g e r s of o r g a n i c m a t e r i a l
80
-
80.5
Boulder
83
Silt
3
"_
80.5
Note:
Water l e v e l m e a s u r e d a t 2 0 f e e t b e l o w g r o u n d l e v e l .
T.R U n d e m d & a t e s Eng./Terry Undemoodhlarch 8, 1995
Town of Osoyoos 1994/95 Groundwater Development program
-
w
-
Aquifer Test Evaluation Town of Osovoos 199445 Groundwater Development
fa) Description of Testina wogram
Following completion of the 1994/95 drilling and well completion program for the Village
of Osoyoos, pumping tests were conducted with the two new production wells completed
at the Old Public Works Yard Site and the Well #7 Site. During each of the tests, the
pumping interval was carried out for a 24 hour period and in each case, two existing wells
were used for observation purposes. Water pumped Erom the wells at each site was
discharged to waste into Osoyoos Lake, using 6-inch flat lay pipe and the pumping rate
was monitored using a standard circular orifice weir.
During the early stages of each test, the pumping rate was set at a moderate level and this
was progressively stepped upwards until the final pumping rate, which was maintained
constant for the remainder of the test. At the Old Public Works Yard Site, Well No. 2
was shut down for the entire pumping interval, whereas at the Well #7 Site, Well No. 6
was pumped simultaneously with Well No. 7 for the final 8 hours of pumping,
A summary of the pumping test schedules is shown in Table 1.
Page 1
T.R Undenvood & a t e s Eng./Terry UnderwoodMarch 8, 1995
Town of Osoyoos 1994/95 Groundwater Development program
-
fb) Results of
*
--
--------
Testing Propram
Drawdown and recovery measurements obtained during the present program have been
tabulated and plotted on semi-log graphs of drawdown and residual drawdown versus
time. An inspection of the plots show that at the time of the pumping tests, when lake
levels were fairly low, steady-state conditions were not observed in either of the
production wells. By steady-state, we refer to the condition where the pumping rate in the
well is balanced by the rate of recharge to the aquifer and no hrther drawdown occurs.
The rate of drawdown however remained f k l y constant in each of the wells.
The second important observation resulting fiom the tests is that the zone of drawdown
interference is fairly extensive for each of the new wells and with time, an effect on water
levels in neighbouring production wells becomes evident. Again this may relate to water
levels in Osoyoos Lake at the time of testing.
Finally, the recovery data for each well shows that recovery in the aquifer is slow and will
require the 24-hour period (length of pumping interval) to reach full recovery.
fcl Evaluation o f Safe Yield
It is very difficult, if not impossible at this stage to assign a “safe yield” to the two new
production wells because of the many outside influences. The critical factors include the
seasonal fluctuation in lake levels and associated influence on aquifer recharge, the
proposed pumping schedule and number of production wells which will be utilized at each
site. There is a very small amount of availabIe drawdown to work with in each well and
therefore every change in water level becomes sigmficat.
Rather than recommending a safe pumping rate for each well, we have provided a number
of scenarios based on pumping rate and related drawdown. Our projections on the
Kola Growtmvater Consulting Ltd.
Page 2
T.R Undenvood & w t e s Eng./Teny Undenvood/March 8, 1995
Town of Osoyoos - 1994/95 Groundwater Development program
---
----
__I
percent of total available drawdown utilized are based on (a) conditions encountered
during the time of testing and (b) allowing a 0.5 metre rise in the water level in Osoyoss
Lake. The 0.5 m. figure is based on records of monthly mean water levels for Osoyoos
Lake, obtained fiom Water Survey Canada for the period 1946-49, 1977-93 (see
attached). As you are aware, a Hydrogeologist likes to work in the comfort zone of 70
percent of the available drawdown utilized, however in special circumstances such as in
the case of a municipality experiencing a water shortage problem, exceptions have been
made.
Town of Osoyoos - 1994/95 GroundwaierDevelopment Program
Pumping Test Sum-
J
A ) Old Works YardSite
Pumping Period
I
3 month season
*
Total Drawdown
I
1
Percent of Available Drawdown **
I
I
3.7 m
5yearsu
Total available drawdmn
6.1 m
* Refers to continuous pumping for the period specified
Kola GrowrdunterConsultingLtd.
Page 3
I
T.R Underwood & Assockljls Eng./Teny UnderwoodMarch 8. 1995
Town of Osoyoos - 1991/95 Groundwater Development program
-----
--
-
-
Town of Osovoos Pum~innTest Summarv (Cont’d)
B) Well No. 7Site
-
Table #2 Pumping Rate and Drawdown Projections
Pumping Period
Total Drawdown
I Percent of Available Drawdown **
I
* Refers to continuous pumping for the specified period
Kala Gtwundwuter ConsulthgLtd.
Page 4
T.R Underwood & a t e s Eng-flerry Underwoodhiarch 8,1995
-
Town of Osoyoos 1994195 Groundwater Development program
Based on the results of the present program, we would recommend a maximum design
pumping rate for each of the new wells as follows:
fa) Old Public Works Yard Site
400 USgpm pumping individually
fb) Well #7Site
(i) 600 - 650 USgpm for Well #7 pumpng individually
(ii) 400 USgpm for Well #7 pumping in combination with with WeU ##6
Kaka GrounmculterConsulting Ltd.
Page 5
Ground level
/ 10-inch steel, welded joint,
casing
393'feet
12.0 m.
Non-pumping water level
7.91 m. below top of casing
(Feb. 22/95)
n.
Figure "K"packer
/
Driveshoe
l0-inch telescopic well screen
#200 slot (200/1OOOths inch)
FIGURE 2
Town of Osoyoos
WELL COMPLETIONDIAGRAM
PW #7
-
4. O R I L L J N G
45&c----.
ADDITIVES
5. M E A S U R E M E N T S from I Clgroundlevcl 2 m
f cosing
n.
mshly h9iglil above grwtrd level
IsKL
i.W E L L LOG O E S C R I P T I O N
.
o 196.
.....
I
.atz-
______._..
_ ___.
..........
..-
1'
.
I---.........
............
-
-
--
..-
. _ :.I
.
.
.._-._..
-.---
.
- _...-
---
];-:.I
............
-
....
. . .
7 CONSULTANT .....
Ikllil
.- . . . .
: ...
I . . .
....... .-_--..-._-I_
J
l:;A:*
.---LOCATION
.... -. .
. _----____._.
5-
...
.....
.........
-.-......
CHEMAC ENVIRONMENTAL SERVICES
(A DIVISION OF C A R 0 ENTERPRISES ING.)
-
#I 368 Industrial Avenue, Kelowna, British Calumbla, Canada V I Y 7E8
Telephone (604) 763-5090
Fax 763-4810
March 9, 1995
i
J
Town of Osoyoos
P.O. Box 3010
osoYoos,
BC
VOH
1wo
Sample 1dentifi.catiun: W e 1 1 #7
Date samp.l.ed: E'eb. 23/95, :I:lSpm
Alkalinity (Total)
Aluminum
Arsenic
Barium
Boron
Cadmium
Calcium
Chloride
C h r omiurn
Color (1:rue)
Conductivity
Copper
Date Recej.ved:
248
(0.2
co.01
0.06
(0.2
<o. 001
105
40.0
<O. 02
(10
mg/JJ
340
Mo 1ybdeniim
mg/L
mg/'X,
<0.010
Hardneoo ( T o t a l )
Mercmry
mg/L
c o . 0.02
742
4 68
Magnevi urn
Man galle a D
mg/L a3 CaC03
mg / JJ
mg/L
mg/L
mg/L
mg/L
color Units
umho s /cm
mg/L
Cyanide
D i s s o l v e d S o l i d s (Total)
Fluoride
Iron
Lead
Feb.24/95
0.7
mg/L
mg/L
mg/L aa CnC03
<a. 02
mg/L
0.003
19.0
(0.01
<(I.
0005
,O. 006
mg/L
. . ,2
mg/L
mg / TJ
mg/L
mg/L
THIS REPORT ISTHE CONFIDENTIAL
PROPERTY OF M E CLIENT- ANY
UABlUPl ATTACHED THERETO 1s
LIMITED TO 'ME FEE CHARGED.
W
Page 2
Tawn o f 030yoos
March 9, 1995 ( a o n t )
!
. ..1
Nitrate
.Nitrite
9.1
c0.01
---
PH
Potassium
Sodium
Sulphate
Ttirb j.d i t y
Uranium
7.45
S.46
42.6
.
68
0.10
O.OU8O
Zinc
Total Coliiorm
0.002
0
Fecal Colirorm
0
C e r t i e i e d by:
CHEKR(:
NVIRONMEN AL SERVICES
J a n i c e M. EYaow, R . Sc., Lab Manager
Enclosure
CC:
FAX
495-2400
PAX
497-5303, Robbins Water Well Drilling
FAX
545-1720, Kala Groundwater C o n s u l t i n g
8.3
N
.
mg/L
mg/L
mg/L
N.T.U.
mg/L
mg/L
Colonies/lOOmL
Colonies/lOOm~
*-
j
i
mg/L
mg/L as N
pH Units
1.
~
...
lP16
1
9-m
..- ..- -.-
llil
1348 216.9?6
1941 277.164
i
277,586 271.996 217,Ub 271.681
277,651
277,132 277.024
--:
276.998 277.255 278.361 277.942
27i.115 27t.954 216.849
--- ..--- --- 278.072 278.036 277.95a
271.602 217.563 271.479 27l.tSS 271.711 277.637
277,245 217.287 277.451 177.636 277.562 2??,149
217,268 171,155 277,376 277.578 277.763 277.897
271,218 271,323 277.534 277.819 178.322 278.110
217.541 277.768 271.799 278.815 277.742 277.993
211.195 278.816 278.211 27a.471 271.288 278.171
277.619 277,686 271,740 278,095 273,225 2 7 W 8
217.324 217,325 277.398 277.512 117.535 277.553
217.418 271.635 277.581 277.953 277.91 277.744
277.314 217.537 217.618 277.785 277.946 278.645
277.282 277,188 211.469 271.814 278.6CO 271.4l3
277.6SS 271,612 277.617 271.611 277.169 217.711
277.661 271.612 27f.616 217.712 278.212 278.N6
117.373 211,604 277.653 2711.826 277.936 277.187
277.118 277.363 277.497 277.ICG 277.613 i7b,!3
211,612 277Sf0 213.185 271.939 277.56 277.565
..*
1977
---
1178
IS73
1S88
1981
111.118
277.291
277.218
21?.339
1982 277.263
1393 277.538
1984 277,315
1985 211.353
1981 217.265
1981 217.31E
1988 277.478
1989 277.631
1990 277,618
1991 217.310
1992 277.318
us3 277.558
---
a*-
C I I
--.
277,156
*-e
*.
-.-
--e
277.124 277.189 271.611 276.987 276.982
i71.94f 278.811 277.485 277.493 277.352
--. -.- .-- .-. ...
m ~ a 6271.~62
277.686 277.CC0
271.571 277,598
277,!83 277.659
277.671 277.531
27C.W 277.933
277.937 277.734
277.816 271.615
??l.S53 273.569
271.815 277,533
577,823 277.t46
271.770 277.585
271.l1B 277.636
277.781 237.623
21i,a07
277.651
577.632
171.609
277.M
277.4J2
217,455
217.580
217.575
277.372
277.681
277.~91
271,678
271,351
277.572
277,319
277.421
277.325
211.571
271.493
271.576
277.681
277.(28
271.66f
2t1.693 277.678
277.662 277.512
i77.m 277.6’17 277.681 Z7f.flC
:?&,$E2 277,921 211,646 277,631
?II.SJi 277,731 277,633 271.W
277.~90
277,494
277.251
277.469
277.196
277.416
277.271
277.118
277.429
277.37?
277.636
277.E34
277.629
277.041
177.513
271.559
217.212
.-*--
*--
...
.-.
277,5!6
277.48
271.51!
271.591
211.7C2
217.844
277.74
277.573
277,624
277.643
277.flC
171.663
271,712
217.151
S?i.646
ili.i?I
HEM 231.363 217.163 211,479 271.518 277.831 211,SOf 57I.tCi. 271.738 277.t71 271.574 211.582 27?.C19 277.62? tZ!2
MCAlIO6
I
-
Lc.T 49:91:43R
N8G 11!:51rUii
R6GUbAfiD
w
Town of Osoyoos
480
600
780
960
1200
1440
8.52
9.37
9.43
9.48
9.50
10.07
10.13
10.19
10.23'
10.28
10.34
10.39
10.44
10.49
10.56
10.66
10.72
10.79
10.89
10.97
I
I
20
25
32
40
50
64
i
.
80
100
120
150
190
240
300
380
I
I
~~
Well No. 7
0.61
1.46
1.52
1.57
1.59
2.16
2.22
2.28
2.32
2.37
2.43
2.48
2.53
2.58
2.65
2.75
2.81
2.88
2.98
3.06
Pumping Interval
Increase rate to 603 USgprn
Increase rate to 816 USgprn
Well No. 6 starts
Obtain water samples
I
I
__
Well No. 7
Town of Osoyoos
Pumping Interval
I
-
A
I
I
I
A-.
T
I
I
1-00 --
I
Time in minutes
Kala Groundwater Consulling Ltd.
,
w
Town of Osoyoos
80
100
120
150
190
240
300
380
480
600
780
960
1200
1440
Kale Groun.&ater
Consulting Ltd.
Well No, 6
6.01
6.03
6.03
6.04
6.05
6.07
6.09
6.1 1
6.14
6.1 8
6.24
6.28
7.93
8.10
0.03
0.05
0.05
0.06
0.07
0.09
0.1 1
0.13
0.16
0.20
0.26 Pumping rate: 816 USgpm
0.30 Well No. 6 starts
1.95
2.12 Obtain water samples
Observation Well
c-.
Town of Osoyoos
Well No. 6
Observation Well
0.00
C
0.50
1 .oo
1.50
2.00
2.50
1
10
100
Time in minutes
Kala Groundwater Consulting Lid..
1000
10000
w
Town of Osoyoos
I
t
Condominium Utility Well
Observation Well
Condominium Utility Well
Town of Osoyoos
Observation Well
0.00
0.10
0.20
0.30
v)
al
L
Y
0
E
0.40
.E
0.60
J-
0.70
0.80
0.30
1
10
100
Time in minutes
Kala Groundweler Consulting Ltd.
1000\
10000
Town of Osoyoos
Well No. 7
Recovery
-
Town of Osoyoos
Recovery Well
No. 7
0.00
0.20
0.40
.E
0.60
0.80
1 .oo
1.20
1 .o
1
10.0
100.0
Time (t
Kala Groundwater Consulling Ltd.
+ t')/t'
1000.0
10000.0
Town of Osoyoos
w
-1
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
200
?
'v:994 Groundwater Development
Town of Osoyoos
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
Kala Groundwater Consulting ltd.
200
w 994 Groundwater Development
Town of Osoyoos
’
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
Kala Groundwater Consulting Ltd
200
Town of Osoyoos
w
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
150
50
100
200
Town of Osoyoos
U
!
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
I
40.0
30.0
20.0
10.0
0.0
0
50
100
150
i
d
200
-
x4LA GROUNDWATER CONSULTING LTD.
#3 - 3107A - 31st Ave.
0 Vernon, B.C. - VlT 2G9
Tel (604) 545-1720
Fax(604) 545 1720
208 - 220 4th Avenue
0 Kamloops, B.C. - V2C 3N6
Tel (604) 372-9194
Fax (604) 372-9398
June 19, 1995
T.R.Underwood Engineerkg
Suite 201 - 655 Victoria Street
Kamloops, B.C.
V2C 2B3
Attention:
Mr. T.R. Underwood, P. Eng.
Dear Sirs:
Re:
-
Town of Osoyoos 1994195 Well Drilling Program
Construction and Testing of Well #8
The following is to provide a summary of results for the construction and testing of Well #8,
which was recently completed for the Town of Osoyoos. Well #8 was constructed as part of the
1994/95 Groundwater Exploration and Development Program, designed to provide additional
sources of water supply for Osoyoos.
Kala Groundwater Consulting Ltd. was retained to monitor and report on the well construction
and evaluation program. This report provides a description of the drilling and testing of Well #8,
includes a discussion of the results and provides recommendations for a sustainable yield and
pump setting. Detailed information including the putnping test data, water quality analysis, sieve
analyses and driller’s record is attached to the Appendix.
A summary of pertinent information relating to Well .f: 8 is shown in Table 1.
Kala GroundwaterConsulting Ltd.
Page I
Wi?
Duriri
inch 1
Stree
Towa
drillec
to pu
comp
betwc
At eat
over11
the ul
origin
Kala GI
I
,
3.0 Well Construction Well #81
All of the drilling services under the 1994/95 groundwater program, including the construction of
Well #8, were provided by Robbins Waterwell Drilling & Pump Service. Well #8 is completed to
a total depth of 42.7 feet (13.0 metres) with 12-inch (305 mm) diameter casing and 14 feet (4.3
metres) of 1%-inchtelescopic, Johnson’s stainless steel well screen.
The screen size selection was based on sieve analyses of samples obtained during the drilling of
the original 8-inch testhole, and ranges from #50 slot (50 thousandths of an inch) at the top to
#180 slot at the bottom. The wide range in screen size is indicative of the formation lithology,
which graded from a coarse sand to a medium gravel at the base. A copy of the driller’s lithology
is attached to the Appendix and a well completion diagram is shown in Figure 2.
4.0 Aquifer Testing
In order to evaluate well performance and the long-term, safe yield of the aquifer, a stepdrawdown test, followed by a 24-hour constant rate pumping test was conducted on June 1,
1995. All pump testing services were provided by Lingo Pump Service of Kamloops, B.C.
During the testing program, water from Well #8 was discharged into Osoyoos Lake. The
pumping rate was monitored using a standard circular orifice weir and drawdown measurements
were obtained using an electric well sounder. Because of problems caused by a faulty control
valve, the constant rate test was interrupted for 7 minutes following the 100 minute reading, and
the valve repaired. This increased the discharge rate from 850 USgpm to 980 USgpm.
Because of the elevated concentrations of nitrate in certain parts of Osoyoos, water samples were
obtained every 3 hours during the test and sent to Chemac Environmental for a nitrate analysis.
Near the end of the pumping test, samples were obtained for a complete chemical and
bacteriological analysis.
Page 3
I
Ground level
hon-pumping water level
June 1,1995 - 2.12 rn. below
top of casing
I
28.7 feet
8.75 m.
/ 12-inch steel, welded joint,
casing
42.7 feet
13.0 m.
Figure "K" packer
/ Driveshoe
1Zinch telescopic Johnson's
stainless steel well screen
#50 slot 8.75 to 9.75 m.
#lo0 slot - 9.75 to 10.75 m.
#180 slot - 10.75 to 42.7 m.
,
-
Stainless steel plate welded on
FIGURE 2
Town of Osoyoos
PW #8
5.0 Discussion of Results
5.1 Aquifer Testing Proprani
Results of the step-drawdown, constant rate and recovery tests have been plotted on semi-log
graphs of drawdown versus time (see Appendix). A summary of the results from the stepdrawdown test is shown in Table 2.
I
Table:2 Summarv of Results From Sten-Drawdown Test
1
2
3
352USgpm
600USgpm
862USmm
1.47
2.49
4.8
8.2
3.75
12.3
I
73.3 USgpdfI of dd
73.2 USgpdft of dd
70.1 USrrr>m/ftof dd
Allowing some room for error in the orifice meter reading for Step No. 3, the specific capacity of
the well remains fairly constant at 73 USgpdft of drawdown as the discharge rate is increased
from 300 to 1000 USgpm. This would indicate that the well is efficient and developed properly.
Contrary to our original expectations, the pumping level did not stabilize (level) during the
constant rate test, but rather it exhibited a steady rate of drawdown in the amount of 2.0 feet (0.6
metres) per log cycle. Applying the parameters established during the present test program,
including the specific capacity and drawdown with time, we have made a series of calculations to
determine the projected drawdown versus pumping rate assuming 4 months of continuous
pumping (see Table 3).
Kcda GroundwaterCorisultingLtd.
Page 4
Based on the results we would recommend a safe sustained (4 months continuous pumping) of
somewhere between 700 and 750 USgpm (575 and 600 Igpm). On an intermittent pumping basis,
the well could be pumped at 850 USgpm (700 Igpm) for up to 14 hours per day.
5.2 Wnter Ounlitv
A copy of the certificate of analysis for the water sample obtained near the end of the constant
rate pumping test is attached, along with results for a series of tests conducted for nitrate alone.
With respect to potability, all parameters for which an analysis was performed, are within the
acceptable limits for drinking water as recommended by the “Guidelines for Canadian Drinking
Water Quality, 1993”. The water is very hard and over the aesthetic objective for total dissolved
solids. Both iron and manganese are well below the aesthetic objectives, and nitrate appears to be
comparable to concentrations observed in the general vicinity.
With respect to nitrate, it is interesting to note that a steady decline in nitrate concentration was
detected with extended pumping. This would indicate in our opinion that OSG~OOS
Lake provides
a very significant component of recharge to the aquifer.
6.0 Conclusions and Recommendations
Well No. 8, located along the west shoreline of Osoyoos Lake, is completed to a total depth of
42.7 feet (13.0 metres) with 14 feet (4.27 metres) of Johnson’s stainless sted well screen.
Because of the shallow depth of the new weil, the total available drawdown (distance between top
Kafa Groundwuter.Corisulting Ltd.
Page 5
!
911
T.R. Underwood EnginwringMr. T.R Undeiuwd, P. Eng./June 19, 1995
Town of Osoyoos - Construction and Testing of Well #8
w
of screen and non-pumping level is very limited. At the time of the present aquifer testing
program conducted June 1, 1995, the available drawdown was 22.64 feet (6.9 metres). In order
to maximize the available drawdown, it is imperative that the pump intake be set as close to the
top of the screen assembly as possible without actually making contact with it. It is recommended
that the top of the screens be sounded one final time before designing and installing the pump
assembly.
The new well has a specific capacity of 73 USgpdfoot of drawdown and during the constant rate
pumping test, while pumping at 980 USgpm, a steady rate of drawdown in the amount of 2.0 feet
(0.6 metres) per log cycle was observed. Based on these parameters we are recommending a
pumping rate of 700 to 750 USgpm (575 to 600 Igpm) for a sustained pumping interval of four
months. On an intermittent pumping basis, the well can be pumped at 850 USgpm (700 Igpm) for
up to 14 hours per day. It is recommended that production fiom the new water source be
accompanied by routine monitoring of production rates, water levels and possibly, nitrate levels.
Water from the new well is very hard and over the aesthetic objective fot- total dissolved solids.
With respect to potability, all parameters for which an analysis was performed are within the
acceptable liinits as recommended by the “Guidelines for Canadian Drinking Water Quality,
1993”.
We trust this meets your present requirements and if there are any questions, please do not
hesitate to contact the undersigned.
Yours truly,
Kala Groundwatgr Consulting
- Ltd.
Hydrogeologist
LCT/it
Page 6
!
APPENDE
Town of Osoyoos
Well No. 8
~_________
I
Step No. 2 - 600 USgpm
1
2
3
4
6
8
10
i
13
16
20
Step-Drawdown Test
4.60
4.64
4.64
4.65
4.65
4.66
4.67
4.68
4.68
4.70
~
2.48 Adjusting pumping rate
2.52
2.53
2.53
2.54
2.55
2.56
2.56
~~~~~
I
~~
~
Step No. 3 - 862 USgpm
$
*
11
2
3
4
6
8
10
13
16
20
1
5.88
5.89
5.90
5.91
5.97
5.98
5.99
6.00
6.00
6.01
3.76 Adjusting pumping rate:
3.78
3.79
3.85
3.86
3.87
3.88
3.88
~
i
I
Town of Osoyoos
Well No. 8
._
-
Step-Drawdown Test
0.00
0.50
1 .oo
2
+
1.50
E
.-C
c
3
0
2.00
U
3
2.50
3.00
3.50
4.00
1
'
10
Time in minutes
100
,
e-,-.
.-4.
,
Town of Osoyoos
Pumping Test
c
Kala Groundwater Consutting Ltd.
V
Town of Osoyoos
Well No. 8
32
40
50
64
2.91
2.86
2.81
2.77
46.0
37.0
29.8
23.5
I
Recovery
0.79
0.74
0.69
0.65
I
..
..
~
Town of Osoyoos
__
Recovery
c
c
w
W
CHEMAC ENVIRONMENTAL SERVICES
(A DIVISION OF CAR0 ENTERPRISE6 INC.)
-
#i 368 Inductrial Avenue, Kelowna, Brlthh Columbla, Canada V1Y 7E8
Telephone (604) 783.
b
A n @ 1 4 , 1995
Town of Osoyooa
Ldwy
P . 0 , BOX 3010
OSOYOOS, BC VOH 1WO
Sample I d e n t i f ' i c a t i o n :
Well # 6
Date Samp1ed:June 2/95, 9:20am
Alkalinity (Total)
Alumhum
Arsenic
Barium
Boron
Cadmium
Chloride
Chromium
Color (True)
Copper
Cyanide
Dissolved Bolids(Tota1)
Fluoride
Hardneaa(Tota1)
lron
Lead
Mnnyansae
Mercury
Mol ybdenurn
Nitrate
Nitrite
PH
Sodium
Sulphate
Turbidity
Ura niu m
Zinc
Total Coliform
F e c a l coliform
Date Recaived:June 2/95
332
(0.2
<0*01
mg/L a s C ~ C O ~
mg/L
mg/L
12
(0.2
co.001
23.5
mg/L
mg/L
mg/L
L
mg/L
mg/L
<0.02
(5
Color Units
(0:002
(0.010
mg/L
mg/L
573
0.5
423.
(0.02
0.004
< .002
<O.OOO$
,010
4.38
(0.01
7.. 2 0
41.0
125
e 15
0,0236
0.004
mg/L
mg/L
mg/L
48
CaCOj
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L as N
m$J/L 8 8 N
p H Units
mg/L
mg/L
N.T.U.
mg/L
W
mg/L
Colonies/lOOmL
0
Colonies/lOO&
Certified b
Encl
Water and Wastewater Analysis
Treatment Plant Superviaion, Operation 6 Maintenance
0
Research 8 Development
CHEMAC ENVIRONMENTAL IIERVICES
(A DIVISION OF C A R 0 ENTERPRISE6 INC.)
w1 = 388 lndurtrlal Avenue, Kelowna, Britlsh Columbia, Oanade V I Y 7E8
Telephone (604) 763-6090 Fax 763-4810
J u n e 5 , 1995
Town o f Oeoyoos
P . 0 . Box 3010
OSOYOOS, BC VOH 1WO
Mr. Ron DoDear Sir;
F o l l o w j - n g a r e the result8 o f the analyaes of well w a t e r samples t a k e n
on d a t e s shown and received on June 2, 1995:
&
-N
mg/L as N
June 1,
June 2
12::30pm
3 :30pm
9 :30pm
5.6
5.3
4.7
3 :30am
6: 30am
9 :20am
4.6
4.5
4.4
Yours t r u l y ,
CHEMAC ENIRONMENTAL SERVICES
..
Ja-nice M. Fraser, B.Sc.
Lab Manager
E'AX
495-2400
Water and Waatawater Analysis
-
Treotmont Plant 8up.rvlrlon, Operetion & MalntenancO
Research & Development
m
W
U
Town of Osoyoos
SIEVE ANALYSIS PLOT
100.0
90.0
-0
.-Ctoa
+-
rr"
.-+-a>
to
E'E
3
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
I
0.0
0
I
I
I
I
I
I
50
100
150
Kala Groundwater Consulting L td.
I
L
I
I
200
W.
Town of Osoyoos
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
Kefa Groundwater Consulting Ltd.
t
200
w
Town of Osoyoos
SIEVE ANALYSIS PLOT
100.0
90.0
8n n
w-.-
70.0
fin
.... n
50.0
40.0
20.0
10.0
0.0
0
50
100
150
200
w
Town of Osoyoos
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
0
50
100
150
200
uv
Town of Osoyoos
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
200
W
Town of Osoyoos
I
I
1
1
I
1
I
!
i
SIEVE ANALYSIS PLOT
100.0
I
i
i
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
Kala Groundwater Consulting L td.
200
Town of Osoyoos
W
V
SIEVE ANALYSIS PLOT
100.0
90.0
80.0
70.0
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0
50
100
150
200
V
V
Town of Osoyoos
SIEVE ANALYSIS PLOT
!
I

town of osoyoos - Province of British Columbia

Transcription

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