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R O W YORK GOLF CLUE3

GROUNIMATER DEvEulpMENT PROGRAM - (1989)

J

Prepared for

Longview Resources

BY

KALA GRouNDwNm CoNsuLm LTD.

May, 1989

The present program of well completion and aquifer testing was carried out to develop an irrigation water supply for the new Royal York Golf Club at Armstrong, B.C. The drilling of the eight-inch well was requested by the golf club owners following the completion of. a six- inch test well in the Fall of 1988. Results of a pumping test with the six-inch well, indicated that the desired production rate of 300 USgpm could not be met from the test well-alone.

Hydrogeological consulting services during the present program have been -provided by Kala Groundwater Consulting Ltd. and have involved the following:

-

1) Supervision of drilling, sieve analyses of sand samples collected from the water-bearing formation and design of the well screen assembly.

2) Supervision of the pumping test and evaluation of the results.

3) Preparation of the covering report.

The new eight-inch well has been completed to a total depth of 307 feet by the cable tool method. During the drilling, two water-bearing sand formations were encountered and the well is designed to extract groundwater from both of the aquifers. Following completion of the new well, measuring drawdown in the eight and the six-inch wells.

a 12-hour pumping test was conducted,

The following report outlines the nature of the overall drilling and testing program, provides a discussion of the results and includes recommendations for pump installation and safe pumping rates from the combined well field. A s a background to the groundwater development project, the section which follows includes a discussion of the general hydrogeological conditions and existing wells.

- 1 -

. 2 BAcKGRm

2.1 General Hydrogeology

The-Royal York golf Course is located between highway 97A and Okanagan Street, imediately south of the City of Armstrong. With respect to surface topography, the west two-thirds of the development is

- relatively flat, whereas the east side, near Hwy. 97A has been down-cut

by Meighan Creek. -

Geologically, the Golf Course is situated over a very broad bedrock valley, which at some of its deepest parts extends to approximately 1800 feet below surface. In the valley, unconsolidated deposits, comprised of glacial, lacustrine and fluviatile sediments overly the bedrock. A very generalized stratigraphic interpretation of the valley fill deposits near Armstrong, and based on a seismic survey is shown in Figure 1. According to the corss-section, the valley deposits occurring near the Golf Course and starting from surface, are comprised of approximately 250 feet of glaciolacustrine silt and clay, with minor sand This in turn, is underlain by a thick sequence of fine to medium grained sand with interbedded clay and plant remains, deposited during the Olympic interglaciation period.

deposited during the Fraser glaciation period.

In addition to the valley fill deposits previously discussed, there are also a series of fan and terrace depoits, which extend out from the eastern valley wall. Fan deposits are laid down where streams originating in the upland area flow out onto the valley floor. The sharp decrease in gradient causes a drop in the stream carrying capacity and as a result deposition takes place. With repect to the present investigation, the Meighan Creek fan is the closest to the development, but according to the surf icial geology map (Figure 2) does not extend west of Hwy. 97A.

- 2 -

2.2 Existing Wells

A surnmary of existing wells located in the general area, with yields in excess of 25 gpm is shown in Tablel. As the well log data indicates, the majority of medium to high capacity wells (200 gpm and greater) are completed to depths ranging between 150 and 320 feet. Most of these wells are completed in fine to medium grained water-bearing sand. There are some reports however, particularily south of the Golf Course where some of these wells are completed in water-bearing gravels. Existing wells located at the lower topographic elevations (i.e. City of Armstrong) are flowing artesian. -

With respect to the Golf Course property, a test well was attempted in 1988 towards the northeast comer of the property. A thin water- bearing formation, consisting of fine sand was encountered, but the well only produced 30 g p and was abandoned. This was followed with the drilling of a six-inch test well along the west side of the development. A water-bearing sand was encountered from 258 to 276 feet and a screen assembly was installed. Based on the results of a short, two hour pumping test, the well produces approximately 220 USgpm. A copy of the driller's report is attached to the Appendix of this report .

- 3 -

I 13-4

I

TABLE 1 - SUMMARY OF WELL LOG DATA - ARMSTRONG VICINITY (for wells with reported yields in excess of 25 qpm)

MAP NUMBER

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

i-

WELL DEPTH

- (feet) 197 307 272 625 590 266 310 310 204 205 27 6 226 220 198 282 215 230 30 28 246 1570 195 118 165 160 83 170 122 231

30 116 31 290 32 230

REPORTED YIELD

(US gpm) 100 100 60 480 52 45 300 150 60 80 320+ 3 O+

200 100 80 40 300 30 60 503 78 60

29+ 412 135 4 4 0

818 74 loo+

DEPTH TO WATER (feet)

80 41 52

101 20

Flowing Flowing Flowing Flowing Flowing Flowing Flowing Flowing Flowing Flowing

6 2 2

Flowing 57

Flowing Flowing Flowing

13 Flowing

26 22 +2

COMMENTS

- 5 T=10 gpd/ft.

Sp. Cap.=2.5gpm/ft -

Flows at 40 gpm Flows at 40 gpm Flows at 15 gpm Flows at 32 gpm Flows at 320 gpm Flows at 30 gpm Flows at 60 gpm Flows at 45 gpm Flows at 26 gpm Flows at 9 gpm

Sp. Cap.=6 gpm/ft Sp. Cap.=5 gpm/ft Flows at 100 gprn Sp. Cap.=6 gpm/ft

-

Flows at 29 gpm Sp. Cap.=4 gpm/ft T=105 gpd/ft Flows at 100 gpm

5 T=4X10 gpd/ft -

Flows 90 72 Sp. Cap. = 3 gpm/ft 40 22 Bedrock Well 300 Flowing Flows at 70 gpm

3 DESCRIPTION OF PRESENT PROGRAM

All of the drilling under the present program was carried out by All- Western Drilling (1988) Ltd., using a cable tool drilling rig. The location of the new eight-inch well relative to the six-inch well i s shown in Figure 4. 12-inch surface casing was drilled and set to a depth of 95 feet below surface. Following this, 8-inch overlap casing was run to 95 feet and the well was then completed to the full depth by drilling and driving the 8-inch casing.

To start with,

_-

At a depth of 261 feet, encountered. The material consisted of fine sand with small mica flakes and thin stringers of silt to silty clay. The water-bearing sand terminated at 281 feet and the material changed to grey silt and silty clay. A second water-bearing sand consisting of very fine sand with silty clay stringers was encountered in the depth interval 295 to 306 feet. Drilling was terminated at 307 feet below ground surface.

the first water-bearing sand was

Sieve analyses were conducted on samples collected from the water- bearing sands (see Appendix) and on this basis, a screen assembly selected. The screen assembly was set into place and the casing pulled back to expose the screens. Finally, the well was developed by the bailing technique.

The final phase of the well completion project involved a 12-hour pumping test to determine the safe, long-term pumping rate for the new well. During the test, water was discharged into the dugout which w i l l be used as a storage reservoir. For the first 3 hours of the test, the well pumped a fair amount of sand. After 3 hours the water pumped totally clear indicating that the well was completely developed.

To start the test, the pumping rate was set at 75 USgpm and this was gradually increased in increments up to 240 USgpm. Water level drawdown was measured in both the eight-inch and the six-inch test well located 330 feet to the north. The discharge rate was monitored using an orifice meter.

- 4 -

1

4.1 Well Completion

During the drilling of the new well, five seperate hydrogeological units were encountered as follows:

Depth Interval (feet) Lithologic Description -

0 - 55 55 - 261

261 - 281

281 - 295 295 - 306

Yellow clay Grey silt and silty clay with some organic material towards bottom of interval Fine sand with mica and thin silty clay stringers Grey silt to silty clay Very fine sand with mica and thin silty clay stringers

Sieve analyses of the water-bearing sand showed that 40 percent of the material would be retained by using a screen slot size ranging between 8 and 12 thousandths of an inch. The analyses also showed that the second sand formation was finer overall than the upper sand. The screen assembly selected for the well is described as follows:

Depth Interval (feet) Description

258.5 - 259 259 - 261 261 - 266.3

266.3 - 271.5 271.5 - 276.8 276.8 - 282 282 - 296 296 - 306.5 306.5

Figure K packer 7-inch riser pipe #12 slot (12 thousandths of an inch) Johnsons stainless steel screen #10 slot well screen #8 slot well screen #12 slot well screen 7-inch steel pipe blank section #8 slot well screen Steel plate bottom

The well completion diagram is shown in Figure 5.

driller's report is attached to the Appendix of this report and a

- 5 -

-

261

306.5 feet

l -

i 2.1 ft.

95 feet

Ll 258.5 feet

Ground level

12-inch surface casing /

Non-pumpiing water level /85.6 ft. below ground

(May 23/89)

/ Drive shoe

8-inch main strin /

asin

Figure K packer /

2-foot riser (7-inch) Drive shoe

/ / 3 1 2 slot well screen

A 1 0 slot well screen -448 s l o t well screen ,#12 slot well screen

--7-inch steel pipe blank

3 8 slot well screen

Steel plate bottom

4.2 Aquifer Testing -

Results of the pumping test have been plotted on a semi-log graph of drawdown versus time for the eight-inch and six-inch observation well. As shown on the plots, the pumping level did not stabilize after 12 hours of pumping, but showed a steady rate of drawdown of 7.5 feet per log cycle in the 8-inch well and 2.5 feet in the six-inch well. This would indicate that the water-bearing sand in the vicinity of the

-

six-inch well is more permeable and probably coarser grained. "_

A specific capacity (quantity of water pumped per foot of drawdown) determination for the eight-inch well is as follows:

-

Pumping Rate Drawdown Specific Capacity usgpm in feet US gals/ft of dd

75 41.9 1.79 110 50.8 2.16 150 65.2 2.30 200 89.4 2.23 240 107.5 2.23

With the exception of the first interval, the specific capacity remains fairly constant at the varying pumping rates, indicating that the well is designed to maximum efficiency. The specific capacity gives an indication of the drawdown to be expected during the initial stages of pumping at the different pumping rates. The test results show that following this there will be a steady rate of drawdown with time. The slope of the drawdown curve will be dependent on the pumping rate. At the end of the 12-hour test, there was 5 feet of drawdown interference observed in the six-inch well.

Based on the results of the test, a determination for the coefficient of transmissivity and storativity have been made for the water-bearing sand occurring between the two wells. The results are as follows:

4- Transmissivity 1.6 x 10 U S g p Storage coefficient 0.0006

From these parameters, we have made projections for the safe, long-term yield of the new 8-inch well, and well field combination including the 8 and 6-inch wells. Our recommendations are discussed in Section 5 of this report.

- 6 -

The present program of groundwater exploration, well construction and aquifer testing has resulted in the successful completion of an eight-

- inch well for the Royal York Golf Club. The following coments and recommendations pertain to the combined well field, including the new eight-inch and the existing six-inch wells.

5.1 Recommended Pumping Rates -

The most cost-effective method of providing the desired 300 USgpm of irrigation water, would be to obtain the entire supply form one well. This would eliminate a power hook-up and pump installation in one of the wells. Based on the results of the 12-hour test, the new eight- inch well can be pumped at a constant rate of 300 USgpm for up to 15 days. .4t this rate however, 90 percent of the available drawdown will be utilized at the end of the period. In order to allow some margin of safety, available drawdown is recomended. the eight-inch well to meet all of the water demands, it will be essential that a low water cut-off switch be installed to protect the pumping equipment .

a pumping rate that utilizes only 70 percent of the If project management decide to go with

An alternative pumping schedule which will entail the extra costs, but in our opinion is the preferred method, involves pumping from both wells. The recomended pumping rates are as follows:

Well Designation Recommended Pumping Rate

Eight-inch S ix-inch

200 usgpm 100 usgp

This second alternative offers two advantages. Firstly, the pumping water levels in each of the wells will be within the 70 percent available drawdown utilized. Secondly, if for some reason the pump fails in one of the wells, there w i l l be a back-up supply from the other well.

- 7 -

5.2 Long-Term Operation of the Well Field

In order to ensure proper operation of each of the new wells, make the following recommendations:

1) The new wells are very sensitive with respect to possible sand production and therefore check valves must be installed above each pump to avoid raw-hiding of the wells (i.e. backwashing through the pumps).

we would

-

-

2) Records of water production and pumping levels should be for each well on a regular basis.

maintained

3) During the present program a 12-hour pumping test was conducted. At the end of the test there was no indication of stabilized pumping level conditions, but rather, a steady rate of drawdown was observed. We would recommend that during the initial stages of production, drawdown measurements be taken to determine the response of the aquifer under extended pumping conditions.

4 ) It is our understanding that only a two hour test was conducted with the six-inch well upon completion. It will be very benificial to monitor drawdown in the six-inch well during the initial stages of production.

5) With respect to pump installation, to The top of the screen in each well is as follows:

the pumps should be set as close the top of the screens as possible without resting on the screens.

Eight-inch well Six-inch well

259 feet below ground level 262 feet below ground level

6) If you have any questions with any aspect of the report, or wish some assistance with the interpretation of the future drawdown data, please feel free to contact our office.

- 8 -

ROYAL YORK GOLF CLUB

PUMPING TESL- NEW EIW-INU4 WELZ.

Reference point: Top of csg. - Date test started: May 23/89

Time test started: 1O:OO AM Ht. of ref.: 0.65 m. Pre-test water level: 26.75 m Depth of well: 93.4 rn

- PUMPING INTERVAL

Time (t) since pumping started in minutes -

1 2 3 4 6 8

10 13 16 20 25 32 40 50 64 80

100 120 1 50 190 240 300 380 480 600 780

1 2 3 4 6 8

10

Depth to water (metres)

44.90 41.10 39.30 38.72 38.83 39.23 39.52 41.60 42.07 42.41 46.20 46.63 47.18 47.60 53.60 53.76 54.00 54.10 54.24 55.03 55.25 55.46 55.74 55.91 59.31 59.51

34.17 31.80 30.12 29.51 29.07 28.81 28.63

Drawdown in

metres

18.15 14.35 12.55 11.97 12.08 12.48 12.77 14.85 15.32 15.66 19.45 19.88 20.43 20.85 26.85 27.01 27.25 27.35 27.49 28.28 28.50 28.71 28.99 29.16 32.56 32.76

7.42 5.05 3.37 2.76 2.32 2.06 1.88

Comen t s

Pump rate: 100 USgpm Reduce to 75 USgpm Pumping sand

Increase to 110 USgpm

Increase to 150 USgpm Pumping sand

Increase to 200 USgp 52.97 @ 53 mins.

Pumping clear water

Increase to 240 USgpm 59.08 (3 510 mins.

2 4

.O

I i

2 4 6 8

.oo

2 4 6 8 2

Aquifer Test : /@. ' Discharge ( Q ) : & ' # - e a I/-

Descriptive Locotion - 4

I. T Y P E 1 W N e w Well 2 0 Reconditloned 1 &?&el ’ 2 Otolvonized ? OWood

Field Dote

8. WELL LOCATION S K E T C H S i T E I D No LebDaIe I 1: I I &, I

,# ARM ~ 16. F i i A L WELL COMPLETION DATA w.s YW W u s w m

Back filled

Well Heod Completion p-dy PEL?

E 17. gE:bh.R

18. CONTRACTOR.

14)

A d d r e S s W - W E S T E R N DRLG. (1988) LTDa Wl HIGHWAY 6 -PHONE 145-8700

L VERN0N.B.C VIT8VZ Member, E C W W D A OYeS

r)ARarruJ RO - -c - .I

Time test started: 1O:OO AM

Pre-test water level: 87.83 f H t . of ref.: 0.88 f t . Depth of w e l l : 278 f t .

ROYAL YORK GOLF CLUB

PUMPING TEST SIX-INW WELL (OBSERVATION)

r = 330 feet

- Date test started: May 23/89 Reference point: Top of csg.

PUMPING IN'IERVAL

Time ( t ) since pumping s ta r ted

- i n minutes

-

Depth to water

( fee t )

1 2 3 4 6 8

10 13 16 20 25 32 40 50 64 80

100 120 150 190 240 300 380 480 600 780

87.83 87.84 87.88 87.90 87.98 88.06 88.13 88.21 88.31 88.42 88.54 88.75 89.02 89.21 89.63 90.04 90.33 90.50 90.79 91.13 91.33 91.58 91.83 92.03 92.66 92.75

Drawdown i n

f e e t Comen t s

-0.00 0.01 0.05 0.07 0.15 0.23 0.30 0.38 0.48 ~

0.59 0.71 0.92 1.19 1.38 1.80 2.21 2.50 2.67 2.96 3.30 3.50 3.75 4.00 4.20 4.83 4.92

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3 4 5 6 7 8 9 , 2 3 4 ' 5

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McHARG DRILLING LTD. I

SITE 20, COW. 23, R.R. 3 0 SALMON ARM, B.C. 0 VIE 4M3 TELEPHONE 8323264 0 MOBILE H497066

& d 0/vc//

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I

$ Amount Paid

Balance $---- Owner's Signature

.-__- Per

'ESTIMATE ONLY - For accuracy, a pump test is required.

.- I

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Aquifer Test

Pre-test Woter Level :

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Reference Point :

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P A G E 9 OF SIEVE ANALYSIS

PROJECT . GLENMORE - Vector Developments Property - R E f J A R K S 200 mm (8 I 1 1 T e s t P r n d l l c t i n n well

IZEH Month Year

- Analyses by Interior Testinq

/8 0 4 0 40 30 26

80

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