POWER

WATER AU7HORITY

Report No: 05/1992 A

FINKE (APUTULA)

RN 15900

BORE COMPLETION REPORT

IAN MATTHEWS

HYDROGEOLOGY

WATER RESOURCES BRANCH, ALICE SPRINGS

MARCH 1993

SYNOPSIS

Two bores, RN 16150 and RN 15900 were drilled at Finke

(Aputula Community). RN 16150 was abandoned due to

construction difficulties while RN 15900 was completed

successfully. RN 15900 has a maximum recommended pumping

rate of 10 L/s.

Due to a history of corrosion problems with existing

production bores at Finke, ABS casing and stainless steel

screens were used.

KEYWORDS

SUBJECT

Community water supply

Borefield

Corrosion

GEOLOGY Hooray Sandstone

Great Artesian Basin

LOCATION Finke

1 1 CONTENTS

II 1. INTRODUCTION

WATER SUPPLY HISTORY

HYDROGEOLOGY

1992/93 WORK PROGRAM

4.1 DRILLING

4.2 TESTING

CONCLUSIONS

RECOMMENDATIONS

REFERENCES

FIGURES

LOCATION MAP

BORE LOCATION MAP

2. LOCAL GEOLOGY

APPENDICES

COMPOSITE LOG - RN 16150

COMPOSITE LOG - RN 15900

BORE COMPLETION REPORT - RN 15900

ABBREVIATIONS

bgl below ground level

EC electrical conductivity

ID inside diameter

L/s litres per second

km kilometres

metres

mg/L milligrams per litre

mm millimetres

RN registered number (of bore)

SWL standing water level

TDS total dissolved solids (in mg/L)

AS/cm microsiemens per centimetre

DISTRIBUTION

ABORIGINAL ESSENTIAL SERVICES, ALICE SPRINGS

2

WATER RESOURCES LIBRARY, ALICE SPRINGS

3

WATER RESOURCES LIBRARY, DARWIN

1

PAWA LIBRARY, DARWIN

1

PRINCIPAL ENGINEER GROUNDWATER

AUTHOR

1

1. INTRODUCTION

Finke township is located approximately 150 km east of

Kulgera and approximately 50 km north of the South

Australian border (see Figure 1). Finke is known to the

Aboriginal people as Aputula.

Finke was a railway town up until 1980 when the railway was

realigned through Kulgera. With this move the population

structure of the community altered from one of European

railway employees as well as an Aboriginal population, to

the present situation where the only European residents are

is service positions for the community. All water for

Finke is yielded from RN 10982 (P6, Sandhills Bore).

Following recommendations contained in Berry (1991),

Technical Services Branch requested the construction of a

further production bore at Finke.

2. WATER SUPPLY HISTORY

In the early 1960s Finke was supplied by Railways Bore,

RN 1794 (Figure 2). This bore replaced RN 10680 (P2)

drilled in 1929. There is little data available regarding

RN 1792 (P1) and RN 3990 (P3).

RN 4236 (P5) was drilled at the Finke Stockyards in 1964

and was connected to the town reticulation system in 1968.

In 1974 rehabilitation was attempted on P5 but the

original production casing parted at 69 m. In 1975 P4

suffered a sand influx and consequent pump failure,

probably due to casing failure. The bore was abandoned.

RN 10982 (P6) was then drilled immediately east of the town

and has since been used as the main supply source. RN

10982 has a maximum recommended pumping rate of 5 L/s with

a pump setting of 140 m. The galvanised pipe pump column

currently• used in the bore has reportedly rusted out over

periods of about 24 months (Berry, 1991).

The water quality is good and has remained constant over

time. The TDS has ranged between 380 - 510 mg/L with low

nitrate and fluoride content.

3. HYDROGEOLOGY

Finke township is located on the western margin of the

Eromanga Basin, which is part of the Great Artesian Basin.

Town supply bores have produced groundwater from the Hooray

Sandstone. This is a soft, medium to coarse grained

kaolinitic sandstone. This sandstone has been developed as

the major aquifer of the Great Artesian Basin in

Queensland, New South Wales and South Australia. Finke is

near the downdip margin of a 30 km wide zone of Hooray

Sandstone, which strikes north-east and dips gently to the

southeast. The unit is up to 400 m thick.

Where the Hooray Sandstone is confined, groundwater is

always struck within a few metres of the top of the

formation. Siltstones and mudstone of the overlying

Wallumbilla Formation form an aquiclude with minor supplies

being of high salinity (Rochow, 1965). Bores intersecting

Finke River alluvium upstream of the township produce

moderate supplies of brackish water.

4. 1992/93 PROGRAM

4.1 DRILLING

RN 16151 commenced in March 1992 and was drilled to 161 m.

Screens were attempted to be set between 138 in and 152 m,

but due to a number of construction problems with hole

collapse, drill string breakage and the packer being

lowered outside the PVC casing, the hole was abandoned.

For RN 15900 a 270 mm hole was drilled to 145.3 m with

bentonite based mud and 192 mm ID ABS casing set to 145 m

with centralisers placed 1 m and 9 in above the bottom of

the casing. A cement plug was set at the bottom of the ABS

by first placing a wood/rubber seal above the mud. Using

the mud pump, a measured amount of cement slurry and water

was pumped into the casing to displace the mud and set the

cement at the correct level.

The mud pits were cleaned and biopolymer mud used to

complete the hole. A 187 mm bit was used to deepen the

hole to 152.3 m and 154 mm ID, 0.5 mm aperture stainless

steel screen placed between 144 m and 152 m. The top of

the packer is at 143.8 in with a sump between 152.0 m and

152.3 m. A left hand thread lowering sub is welded to the

base of the sump.

Approximately 10 000 L of clean water was used to displace

the mud. The bore was airlifted and yielded approximately

8 L/s for two hours from a depth of 135 m. Due to the high

airlift yield, a breakback chemical to aid mud dispersion

was not used.

A bulk sample was collected from 150 - 152 m. A seive

analysis was carried out at a later date to confirm the

screen size. The recommended screen size for the sample

(40% retained) was 0.7 mm.

4.2 TESTING

As a yield between 5 L/s and 10 L/s had been expected (from

previous results in the same formation) a pump with a

maximum yield of 12.5 L/s was used to test RN 15900. A

four step test with an extended last step was undertaken.

A planned 24 hour constant rate test was not considered

necessary due to the unexpectedly high yield of the bore.

The bore was pumped at 4, 6 and 8 L/s each for 100 minutes

and at 10 L/s for 1100 minutes with a final drawdown of

2.23 m (available drawdown, 39 m). Seven minutes into the

10 L/s step the drawdown was 2.40 m, indicating development

was probably still taking place during the test. The bore

had fully recovered within one minute of the cessation of

pumping.

The recommended maximum pumping rate for the bore is 10

L/s. The bore appears to be capable of higher yields, but

no high rate tests have been undertaken to substantiate

this. The recommended pump setting is 115 m for a yield of

10 L/s.

When the pump was pulled it was discovered that the

strainer had fallen off the bottom of the pump and was

lodged in the hole. It appears to have fallen, in an

upright position, to the bottom of the screens. Fishing

was attempted but was unsuccessful. Due to the strainers

position at the bottom of the hole, immediate removal is

not necessary.

The water was clean and clear for the majority of the test

and sanding problems are not expected during production

pumping.

The EC of the water during the airlift was 760 AS/cm and

this remained constant during the pumping test and is

similar to that at P6. A full analysis is not yet

available but the water is potable and deterioration of

water quality is not expected.

5. CONCLUSIONS

A successful bore, RN 15900 was drilled at Finke. Due to

corrosive groundwater conditions ABS casing and stainless

steel screens were used to construct the bore.

The bore was test pumped and

is 10 Us (pump setting, 115

the Hooray Sandstone (a major

Basin) and long term yields

remain constant.

the recommended maximum yield

m). The water is drawn from

aquifer of the Great Artesian

and quality are expected to

RN 15900 has the capacity to supply the community's needs

at the present rate of usage.

6. RECOMMENDATIONS

RN 15900 should be equipped at a maximum rate of 10

L/s.

An airline and water meter should be installed on RN

15900.

The SWL and total depth should be noted each time

pumping equipment is removed from the bore.

Sandhills Bore (RN 10982) should be maintained in

good condition and used periodically to ensure a

standby capacity is available.

7. REFERENCES

Berry K, 1991

"Finke Community Water Source and

Borefield Review". PAWA Report No.

57/90 Water Resources Library, Alice

Springs (Unpublished).

Mond and Harrison "Geology of the Eromanga Basin". BMR

Bulletin 167

Rochow, 1965

"The geology and Occurence of

Groundwater, Finke 1:250,000 Sheet

Area". BMR Record 1965/13

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SCALE 1:2 500-000 Kilometres 100

SO 0 too • 200 Kilometres

: FINKE (APUTULA)

LOCATION MAP

FIGURE 1

L.

A

Victor ia NORTHERN TERRITORY

I

Tennant Creek

ALICE SPRINGS

-7175

•

///77

°rock Outs

;)‘

I I

460 134 ° 35'

FINKE\ 4

RN 3990 RN 4022 /

l•RN 963

\\

N-•

/ -N 1068017

1794 teinlaut RN /41 7- RN 1793

/1:

' I

11 / I r ( I 4

I I

k It RN 15900 RN 16150

Fi R 10982 25°35'

—7170

° -.. •••■„_<

Racecourse

4 ,

'RN 42367 A / Finkel%

Stockyard \\

Landing ound•

.•••••

/

/ ito / 5

/ doe "toy

/j -"Ore -

iloat/

_

-FIN.K .E. • —7165

'BORE .LOCATIONS Scale 1:50,000

I I 3087-04-07

\ I — FIGURE 2

••■

SCALE 1:1,000.000

26 00 133'30'

Qa Alluvial sand & gravel 135TO

Etingambra Formation - Cainozoic Tt Quartzose sandstone & conglomerate

Kim Labile sandstone, siltstone & mudstone - Mackunda Formation —

Kla Mudstone & siltstone, calc, in parts - Allaru Mudstone Mesozoic

Klu Mudstone & siltstone, coasonly calc.

aKh Quartzose sandstone, pebbly sandstone

P Sandstone, siltstone, conglomerate

Sc Clastics

petit Gneiss, schist, quartzite

pCg Granite

Wallumbilla Formation

Hooray Sandstone

Crown Point & Purni Formations - Paleozoic

I- Precambrian LOCAL GEOLOGY FIGURES

APPENDICES

RN 16150 -HENKE (APUTULA)

POWER — AND —

WATER AUTHORITY

WATER RESOURCES

OSITE LOG OF BORE CO MP DEPTH BORE GRAPH (m) CONSTRUCTION LOG

IC AQUIFERS Water Struck) STRATA DESCRIPTION

0 Red sandy SOIL

Very fine to coarse grained, sub-

angular to well-rounded quartz

SAND with white sandy clay and

white siltstone.

10 -

20 -

30 -

40 -

50 - • 254m

m I

D S

tee

l c

as

ing

As above, with higher clay content

60 -

70 -

80 -

90 -

15

4m

m I

D P

VC

cas

ing

100 -

Very fine to coarse grained, sub-

angular to well-rounded quartz SAND

110-

SAND as above, with red and brown siltstone.

120-

130-

140-

150-

160-

170-

APPENDIX A

COMPOSITE LOG OF BORE DEPTH BORE GRAPHIC AQUIFERS (m) CONSTRUCTION LOG STRATA DESCRIPTION (Water Struck)

Red sandy SOIL

10-

Very fine to coarse-grained, sub-angular to well-rounded quartz sand with minor white sandy clay and white siltstone.

80 - Ts W

c 90-

I; ce

100- ‘" E 0 co E 0 )4 110- .5 w tii

ge Z

(4.) 1;4 120-

- E E

130-EEE C41 L0 0 an •

140-

150-

Lowering sub (left hand thread 23/s" IF)

Very fine to coarse grained, sub-

angular to well-rounded quartz SAND.

As above with minor pink and brown clay

160-

19

2mm

ID

AB

S c

asi

ng

y SWL 101.4m

02/03/93

8 Lis

20-

30-

40-

50

60-

70 -

POWER — AND —

WATER AUTHORITY

WATER RESOURCES

.FINKE(APUTULA) I H. RN 15900 APPENDIX B

WATER RESOURCES DIVISION

TEST REPORT - BORE RN. 15900

Bore Location: Finke

Client: TSB

Intended Use: Domestic

Map: Finke

Grid Reference: 457870 7170426

RECOMMENDATIONS

Pumping Rate: 10 L/s Pump Setting: 115 m below Ground Level.

General recommendations are given on the reverse side. The aquifer and bore can sustain higher pumping rates with deeper pump settings or for short periods. Further advice can be obtained from:

Water Resources Branch, Nth Stuart Highway, ALICE SPRINGS, NT., 0870

(In all correspondence please refer to bore's RN number)

COMPLETION DETAILS TESTING DETAILS

Finished depth: 152.3 m Test Date: 31-02-93

Completion Date: 25-02-93

Test Rates: Up to 10 L/s Standing Water Level: 101.3 at on 29-02-93

Test Duration: 19 hours

BORE CONSTRUCTION

Interval (m) Description

0.0 - 6.0 253 mm ID Steel Casing 0.5 - 145.0 192 mm ID Class 9 ABS Casing

143.8 - 144.0 154 mm ID Packer 144.0 - 152.1 154 mm ID SSS, 0.5 mm aperture 152.1 - 152.3 154 mm ID SS Sump

WARNING: Minimum internal bore diameter is 154 mm.

Notes: • 1. Top of casing as constructed was 0.5 m above ground level. All depths are measured from natural ground level. Test rates are not necessarily indicative of sustainable long term pumping rates.

COMMENTS

The above recommendations are based on an extended step test (with rates to 10 Us) and assume hydrological conditions remain constant.

An airline to monitor water levels should be incorporated when equipping the bore.

A water meter and provision to obtain water samples whould be incorporated when equipping the bore.

Bore diameter is 192 mm to 143.8 m, then reduces to 154 mm to 152.3 m.

WATER QUALITY

Not available

Prepared by: I Matthews

boredata APPENDIX C

RECOMMENDATIONS FOR FINISHING, OPERATING AND PROTECTING GROUNDWATER BORES

Attention the following points will ensure a long and safe life for the bore supply and help prevent pollution of the groundwater resource.

Construct a concrete apron around the bore head to prevent surface flow, seepage and waste from entering the bore.

Seal the space between the casing and pump equipment to prevent entry of vermin: dirt and pollutants.

Maintain pumping equipment in good order to prevent pollution. Prevent spillage of fuel and oil on the ground around the bore. Store fertiliser and other chemicals at least 50 m away.

Keep stock away from the bore head. Discourage domestic activity at the bore. The first tap on the pipeline should not be less than 5 m from the bore head.

Pumping the bore a higher than recommended rates may fork the bore leading to instability or pump maintenance problems. Seek the professional advice of an hydrogeologist or groundwater engineer.

If the bore is no longer required, the casing is to be removed or securely capped and the bore backfilled with clayey material. A cement plug may be required in some instances.

IN ADDITION, please ensure that the BORE IDENTIFICATION TAG is retained securely at all times. The registered bore number is Water Resources Division's only reference to the scientific and engineering data on this bore, and hence important to WRD's further advice to bore owners.

BORE LOCATION MAP

boredata