global po box 174 groundwater western australia

Global Groundwater Ref: \\140gGDC_IrrigationInvestigation\MtAugustusBoreComp.pdf

GlobalGroundwaterAustralian Bore Consultants Pty. Ltd. Hydrogeological DivisionACN 077 734 153 ABN 66 077 734 153

PO Box 174BassendeanWestern Australia6054

Mount Augustus 2004 Drilling

Bore Completion Report

for

Department of Agriculture

July, 2004

Superintendents

HydrogeologistGlobal Groundwater

P.O. Box 174Bassendean WA 6054Tel: + 61 8 9379 1090Fax: + 61 8 9386 1080

Mount Augustus 2004 Drilling Bore Completion Report for Department of Agriculture


Australian Bore Consultants Pty LtdTrading As: Global GroundwaterACN 077 734 153 ABN 66 077 734 153

PO Box 174 Bassendean, Western Australia 6054

Telephone: 61 8 9386 4725 Facsimile: 61 8 9386 1080 E-mail: [email protected]

© 2004 Global Groundwater (Australian Bore Consultants Pty. Ltd. Hydrogeological Division)

The entire report was provided in digital form with the original bound copy. Use of the digital

file is entirely at the risk of the user and no liability is accepted for damage caused by use of

the digital file.

The Client has unlimited access to the information in this report but some of the data is the

property of Global Groundwater or is under copyright licence agreement so the report may

not be provided to a third party or cited without written permission.

Document StatusRev Author Reviewer Approved for Issue

No. Name Signature Date

Draft L. Hopgood R. Nixon R. Nixon 13/3/2004

1 R. Nixon L. Hopgood R. Nixon 22/6/2004



CONTENTS

1 Introduction................................................................................................................... 1

2 Program Description and Methodology ......................................................................... 1

2.1 Geophysics .............................................................................................................. 2

2.2 Drilling and Bore Construction.................................................................................. 2

2.3 Test Pumping........................................................................................................... 3

2.4 Additional Works ...................................................................................................... 4

2.5 Meta Data ................................................................................................................ 4

3 Geophysical Survey Results ......................................................................................... 5

4 Drilling Results.............................................................................................................. 5

5 Test Pumping Results................................................................................................... 6

5.1 Bore MA 1/04 ........................................................................................................... 6

Step-Test - Bore MA 1/04 .................................................................................... 6

Constant-rate Test - Bore MA 1/04 ...................................................................... 6

Recovery Test - Bore MA 1/04............................................................................. 7

6 Water Quality................................................................................................................ 7

7 Other Work ................................................................................................................... 8

8 Bore Operation ............................................................................................................. 8

9 Bore Monitoring and Maintenance ................................................................................ 9

10 Aquifer Interpretation and Future Drilling .................................................................... 10

11 Conclusions and Recommendations........................................................................... 11

12 References ................................................................................................................. 14



FIGURES

Figure 1 .......................................................................................................Regional LocationFigure 2 .............................................................................. Mount Augustus - Drilled LocationFigure 3 ....................................................................................................Geophysics ResultsFigure 4 .........................................................................................MA 1/04 Bore ConstructionFigure 5 ......................................................................................... MA 1/04 Step-Test ResultsFigure 6 ........................................................................... MA 1/04 Constant-rate Test ResultsFigure 7 ...................................................................................................... MA 1/04 RecoveryFigure 8 ...........................................................................................Nominal Dip Tube Design

TABLES

Table 1 ...........................................Mount Augustus 2004 Drilling - Summary of Drilled Bores

APPENDICES

Appendix A .............................................................................................Groundwater LicenceAppendix B .......................................................................Drilling and Bore Construction DataAppendix C ............................................................... Test Pumping Analysis Sheets and DataAppendix D ..................................................................Water Sample Chemical Analysis Data


Global Groundwater Ref: \\140gGDC_IrrigationInvestigation\MtAugustusBoreComp.pdf Page 1

1 INTRODUCTION

Mount Augustus Station is located to the east of Mount Augustus National Park about

340 km east northeast of Carnarvon, within the Gascoyne region of Western Australia

(Figure 1). Well-established unsealed roads provide access from either from Carnarvon via

Gascoyne Junction or Meekatharra.

A test production bore was required to investigate the potential for irrigation at Mount

Augustus Station. Global Groundwater was engaged to undertake a review of relevant

Water and Rivers Commission (WRC) and Department of Agriculture reports, followed by a

geophysical survey to provide information on the inferred distribution of fresh groundwater

within shallow sediments at a site on the station. This was followed by an investigation

drilling program to locate suitable sites for a test production bore and test pumping to

estimate aquifer parameters.

Global Groundwater carried out the geophysical survey in May 2003, and results were

presented in a letter (Global Groundwater, 2003). A groundwater licence was obtained

(Appendix A) and drilling was undertaken in January 2004. During the program, production

bore MA 1/04 was drilled and constructed for water supply. The bore location is given in

Figure 2.

This report presents the results of the geophysics and drilling and testing program. It

contains bore locations, strata descriptions, bore construction details, test pumping and

water sampling results for the bore drilled during the program. A summary is presented in

Table 1. Operational recommendations for the bore including discharge rates, pump depth

settings, maintenance and monitoring are also provided.

2 PROGRAM DESCRIPTION AND METHODOLOGY

Reports by Smolinski (2003) and Thomson (2001) provided background for the project and

were reviewed prior to the field program.

Tender documents incorporating the drilling program scope and design were produced

(Department of Agriculture and Global Groundwater, 2003) and the tender was advertised in

the West Australian Newspaper. Austral Drilling Services Pty. Ltd. was the successful



tenderer and the drilling program commenced at Mount Augustus Station on 7th January

2004.

2.1 GEOPHYSICS

An electromagnetic survey was conducted using an EM34 Terrain Conductivity Meter

(EM34) in May 2003. The survey was restricted to an area close to the Lyons River at Mount

Augustus and targeted areas identified as potential calcrete aquifers by Smolinski (2003).

Geophysical transects were located to cover areas believed to be most prospective in terms

of water, soil and access.

The EM34 is a two-person portable ground conductivity meter. The machine consists of two

coils, a transmitter coil (Tx) and a receiver coil (Rx). These are placed upon the earth at 10,

20 or 40 m apart, oriented upright (horizontal dipole) or flat on the surface (vertical dipole).

The six possible configurations vary the depth of the exploration and changing between the

horizontal and vertical dipole can improve the response from differing strata. The coils are

energised with an alternating current at an audio frequency. The time-varying magnetic field

arising from the alternating current in the Tx coil induces very small currents in the earth.

These currents generate a secondary magnetic field, which is sensed together with the

primary magnetic field, by the Rx coil (McNeill 1980). Using these methods the EM34

measures subsurface electrical conductivity between the coils to depths of up to 30 m in the

horizontal dipole, and 60 m in the vertical dipole.

2.2 DRILLING AND BORE CONSTRUCTION

Drilling was undertaken under the supervision of a Class 3 driller using a Schramm T64 top-head-drive rig with a 350psi/900cfm air-compressor. Exploration drilling was undertakenusing normal circulation air-rotary methods with a down-hole hammer (DHH).

Strata samples were collected every metre from a “T” piece fitted to the top of the surfacecasing and air-lift yield and field salinity were recorded at every rod change (6 m) wherepossible after water was cut. An interpretation of the geological strata, airlift yields and fieldsalinity recorded during drilling was used to refine the bore design by an on-sitehydrogeologist.

The production bore was constructed using blank and slotted PVC bore casing. The annulusbetween the drilled hole and the bore screens/casing was filled with graded-sand and sealedwith cement grout to provide a sanitary seal. The production bore was developed by airlift



surging, then completed at the surface with a lockable, protective steel standpipe cementedinto a concrete pad. A stainless steel bore identification tag was fixed to the headworks ofthe bore.

A bore construction diagram is given in Figure 4 and a comprehensive drilling and boreconstruction log with detailed strata descriptions is given in Appendix B.

No earthworks were required to provide rig access to drill sites.

2.3 TEST PUMPING

A step-test comprising a series of controlled step increases in pump discharge rate wasconducted on production bore MA 1/04 to evaluate bore efficiency, to assess theeffectiveness of development and to predict short-term drawdown response under variousdischarge rates.

The step-test was followed by a constant-rate test to evaluate potential long-term bore yieldand to provide estimates of aquifer hydraulic properties. The discharge rate for constant-ratetesting was selected on the basis of the step-test results. Aquifer recovery was measuredafter test pumping in order to provide a second estimate of aquifer hydraulic parameters andto assess if aquifer storage was depleted or if recharge had occurred during the test.

Waterlevels in Bens Bore, located 125 m southeast of MA 1/04, were monitored during testpumping.

Testing was carried out using an electric submersible pump with the discharge ratemonitored and regulated using a magflow meter linked to a computer operated flow-controlvalve. An orifice weir assembly was used to check flow-rate for QA purposes andwaterlevels were measured using an electronic waterlevel indicator within a dip tube.Discharge water was disposed of 100 m from the borehead.

A water sample was collected from bore MA 1/04 at the end of the constant-rate test.Samples were submitted to SGS Laboratories (NATA registered) for full potability chemicaland biological analyses. Laboratory reports and analyses are presented in Appendix D.

Test pumping data were analysed using standard techniques. Data from the test pumpingand waterlevel monitoring are given in Appendix C along with test pumping analysis sheetscontaining details of the analyses and results.



2.4 ADDITIONAL WORKS

Bens Bore at Mount Augustus station was airlifted to obtain an indicative yield and assess its

suitability for test pumping.

2.5 META DATA

Geographical coordinates given in this report were obtained using a handheld Garmin GPS 2

Plus with estimated position error as stated by the unit of between 3 and 4 m.

The Department of Agriculture provided digital maps after Smolinski (2003) and these

provide the base to Figures 2 and 3. The accuracy of this data is unknown, but anecdotal

advice from David Hammerquist indicates there has never been a bore to the east of Bens

bore, immediately of the Lyons River as indicated on these maps.

Waterlevels and above ground bore construction measurements were obtained using

graduated tape devices and unless stated approximate are accurate to +/- 5 mm.

Quality assurance (QA) bore construction and materials specification sheets were completed

on-site during bore construction. Individual bore components of bore MA 1/04 were

measured pre-installation and their combined length was compared with the constructed

length by measuring the total depth (tagging) with a graduated, weighted tape. The tagged

depth of bore MA 1/04 was 0.059 m more than the pre-installation combined length, which is

likely due to PVC stretch. The accuracy of below ground construction measurements reflects

this differential and the errors are acceptable. Below ground construction measurements

stated in this report for bore MA 1/04 were calculated by subtracting measured component

lengths from the tagged depth.

Discharge rate measurements during test pumping were measured and regulated

continuously within +/- 2 m3/day by the magflow meter and computer controlled valve. These

were checked for accuracy at a calibrated orifice weir located at the end of the discharge

line, approximately 100 m from the borehead.



3 GEOPHYSICAL SURVEY RESULTS

The instrument configuration used provided results from approximately the top 30 m of the

soil profile (McNeill, 1980).

The EM 34 survey indicated low electrical conductivity, interpreted to be coincident with fresh

water, were not restricted to areas associated with the Lyons River and in some instances

higher conductivity was associated with the river. Two broad areas of low conductivity at

Mount Augustus were identified by the survey and these are approximately 2.5 km east of

5 Mile Well and immediately northwest of Bens Bore (Figure 3). Both areas are potential

targets for investigation drilling, however the location near Bens Bore is closer to soil types

suitable for irrigation as identified by Smolinski (2003) and was chosen as the site for

investigation drilling.

4 DRILLING RESULTS

Bore MA 1/04 was drilled 125 northwest of Bens Bore, at a site selected following

discussions with David Hammerquist, close to site A-MA/03 as described in the Tender

documents (Global Groundwater and Department of Agriculture, 2003). Drilling targeted an

area of relatively low electrical conductivity (interpreted as fresh groundwater) indicated by

the EM34 geophysical program that was associated with surface water drainage channels

and potential calcrete aquifers.

Drilling was undertaken to a depth of 47 m and strata at the site are alluvial comprising silty

sand, gravel and silcrete to 11 m bgl underlain by calcrete, silcrete and calcreted gravel to

41 m bgl and then calcreted clay. Detailed geological descriptions are given in Appendix B.

The calcreted alluvial sequence was saturated below about 2.5 m. Much of the calcrete was

very hard and had a massive texture, which is likely to have low porosity. However,

significant yields of up to more than 2000 m3/day were obtained where the calcrete contains

relict texture, which appears to be relict fluvial sediment. On this basis it is interpreted that

sediments deposited by a palaeochannel have been calcretised forming an aquifer that is

fully saturated over its 30 m thickness. The calcreted alluvium above 11 and below 41 m is

clayey and these are not considered to form aquifers.



Groundwater salinity measured by a handheld meter (+/- 200 ppm) during drilling of MA1/04

increased with depth from 540 ppm at 17 m to 896 ppm at 47 m depth.

5 TEST PUMPING RESULTS

5.1 BORE MA 1/04

Step-Test - Bore MA 1/04Data obtained during the step-test are presented in Appendix C and as a plot of drawdown

versus time in Figure 5.

Total drawdown during the step-test was less than 60 mm. Air in the pumping system early

in the test and environmental factors likely caused by barometric pressure later in the test are

likely to have had an influence on waterlevels and this is represented in the drawdown plot

by waterlevel fluctuations. The waterlevel fluctuations may be of a similar magnitude to

drawdown from pumping. Correspondingly, the step-test results can’t be used to determine

well efficiency.

Constant-rate Test - Bore MA 1/04After reviewing the step-test results it was decided to pump bore MA 1/04 at a discharge rate

of 490 m3/day during the constant-rate test. The constant-rate test data are presented as a

plot of drawdown versus time in Figure 6.

Total drawdown during test pumping was just 13 mm and the drawdown curve shows that

the waterlevel fluctuated during the test by up to 3 mm. The fluctuations are likely due to

environmental effects including barometric pressure, which have affected drawdown during

pumping. Due to the minimal drawdown during the test, environmental effects may have had

a significant influence on waterlevels in the bore and this reduces the accuracy of

recommended bore operation.

In order to smooth out the fluctuations in the drawdown curve, Jacobs straight-line analysis

(Cooper and Jacob, 1946) was conducted on the section of the curve between 10 and

1440 minutes, which takes in the majority of the drawdown data. The slope of the drawdown

curve indicates that the transmissivity of the aquifer is approximately 4015 m2/day.

Therefore, average hydraulic conductivity over the 24 m screened section of the aquifer is

approximately 167 m/day. The calculated hydraulic conductivity is within the range of



hydraulic conductivity for cavernous carbonate rocks and gravel given by Heath (1982) and

this roughly correlates with strata intersected at the site.

Analysis of the data using the method of Papadopulos and Cooper (1967) indicates that

storage in the casing affected drawdown data for less than 1 minute of the test. Details of

the analysis are given in Appendix C.

Groundwater salinity decreased from 761 to 714 ppm during the test based on electrical

conductivity measurements made using a hand-held field meter (+/- 200 ppm), but these are

likely to be low based on laboratory analysis of water samples obtained during testing.

The drawdown plot for Bens Bore (Figure 6) indicates similar waterlevel fluctuations to those

for MA 1/04. The fluctuations and apparent drawdown are likely due to environmental effects

rather than from pumping of MA 1/04.

Recovery Test - Bore MA 1/04Recovery in production bore MA 1/04 was monitored for 245 minutes after cessation of

pumping. Recovery data are given as a plot of residual drawdown versus the ratio of t/t’ in

Figure 7.

Environmental effects are also a feature of the residual drawdown curve with less than 4 mm

of recovery taking place compared to fluctuations of up to 1.5 mm. The slope of the residual

drawdown curve from t/t’ 6.89 to 14.88 indicates aquifer transmissivity is 3510 m2/day and

therefore hydraulic conductivity is about 146 m/day. These values are similar to those

derived from the constant-rate test.

Extrapolation of the residual drawdown curve indicates that when t/t' is 1, approximately

2.5 mm of residual drawdown may remain, which is minimal in comparison to environmental

effects on waterlevels in the bore during recovery. However, due to the minimal drawdown it

is difficult to assess if dumping induced aquifer depletion during the test.

6 WATER QUALITY

Groundwater salinity measured by a handheld meter (+/- 200ppm) during drilling of MA1/04

increased from 540 ppm at 17 m depth to 896 ppm at 47 m depth.



Results of the laboratory tested water quality analyses conducted on samples taken during

test pumping are given in Appendix D. These indicate that the field meter appears to be

under estimating salinity.

The laboratory tested water samples indicated salinity levels of 1100 to 1300 mg/L TDS and

electrical conductivity of 1700 uS/cm (170 mS/m). This is within Department of Agriculture

guidelines for irrigation of mildly salt sensitive plants (Agriculture Western Australia, 2004)

but is marginally higher than the NH&MRC (1996) guidelines for drinking water set for

aesthetic reasons.

Concentrations of nitrate and fluoride from water from bore MA 1/04 were marginally higher

than health based NH&MRC (1996) guidelines for drinking water but should not pose a

problem for irrigation. The hardness of the water as CaCO3 was tested at 490 mg/L, which is

290 mg/L above the guideline and may cause build-up of scale.

7 OTHER WORK

Bens bore airlifted at less than 1 L/sec with salinity of the discharged water measured at

around 900 ppm. Verbal advice from the station owner (Don Hammerquist) was that the

drilling of the bore was halted as soon as a yield was obtained. On this basis the bore may

not fully assess the potential of the aquifer at this site.

During the field program, MA 1/04 was tagged with a stainless steel nameplate, including a

unique bore ID for future identification and databasing.

8 BORE OPERATION

The long-term or 180-day drawdown in a bore can be predicted for various discharge rates

by extrapolating the best-fit section of the drawdown curves recorded during test pumping

(Figure 6 and Appendix C).

Bore MA 1/04 may be capable of a discharge rate of 2000 m3/day for an operational

waterlevel of about 5.5 m bgl which is about 5.5 m above the top of the aquifer. However,

the bore has not been tested at this rate and it is recommended that the bore be tested at a

discharge rate greater than 2000 m3/day for at least 72 hours, with water piped at least



500 m from the bore. This test should be followed by careful measurement of recovery and

include monitoring of a bore outside the influence of pumping (several kilometres away)

before, during and after the test to assess environmental influences. Pumping at rates

greater than 2000 m3/day is likely to be achievable with waterlevels above 8 m, which likely

enables the use of a surface pump and suction line.

Monitoring of discharge volumes, discharge rates, waterlevels and water quality (specifically

salinity) is required in order to provide data to assess the effect of pumping and allow

selection of the best pumping regime for the bores and the aquifer as a whole.

Operational waterlevels predicted for the various discharge rates are extrapolated from

pumping constantly for a relatively short time compared to the 180-day extrapolation and

should therefore be regarded as indicative only. The sustainable discharge rate may be

lower than that thought possible after prolonged dry periods or if annual recharge is lower

than annual abstraction and this can only be assessed through long-term monitoring.

Correspondingly, low flow cut-off switches should be installed in the bore.

The pump should be set to a depth of 30 m in the bore which is within the screened section

of the bores and so a pump shroud may be required to maintain flow past the motor for

cooling purposes. Specifications of the pump (make and model) and rising main (type,

length and internal diameter) must be documented so that pump performance can be

assessed without needing to remove the pump from the bore.

A dip tube with a minimum ID of 19 mm must be fitted to the pump column in the bore to

facilitate waterlevel monitoring. The tube must be straight and accessible from the bore

headworks to the top of the pump, where it should have a short slotted interval and basal

cap. A screwable plug should also be present at the surface to prevent insect infestation.

The tube can be designed to have dual use as an airline, but an airline is not a suitable

replacement. Nominal dip tube design is shown in Figure 8. In addition, the borehead

should be designed to minimise potential for insect and frog infestation and regularly be

checked to ensure it remains clean.

9 BORE MONITORING AND MAINTENANCE

Provisionally waterlevels and groundwater salinity should be obtained from all producing

bores. This should nominally occur monthly for the first two years of operation and quarterly



in the long-term once data density is sufficient to allow trends to be identified. Pumping

rates, cumulative discharge volumes and pumping schedules must also be recorded for each

production bore. These details are readily obtained when the bores are visited for

operational purposes.

On an on-going basis, water samples should be obtained from each producing bore and

submitted for full potability analyses annually. Water samples should be obtained and

submitted more frequently if results indicate significant changes in chemical, physical or

biological parameters or if water palatability declines. A brief review of the data should be

undertaken annually and more detailed reviews should be undertaken triennially.

Bore maintenance visits should be undertaken regularly with the frequency dependent on

actual monitored bore performance. The first maintenance visit should be undertaken

nominally within two years of commissioning. The pump should be removed during

maintenance to enable bore depth to be measured and compared to original construction

details. If the depth from the top of the PVC bore casing to the base of the bore is greater

than 300 mm less than the constructed depth, then it is likely the bore requires re-

development.

Re-development should be undertaken by air-surging techniques. The volume of sediment

in a single fill of a 20 L bucket must be recorded and the size of the grains described. If

significant sand enters the bore during development and persists and if a large portion of the

grains have a size across their smallest axis that exceeds screen aperture size, then the

bore should be surveyed by down-hole video and assessed by a groundwater professional.

Monitoring and maintenance recommended is good practice for maximizing assets, for

planning purposes and to assist in prevention of sudden bore failure leading to water

shortages. It is also in-line with standard groundwater management practice undertaken for

management and protection of resources throughout the state.

10 AQUIFER INTERPRETATION AND FUTURE DRILLING

Drilling targeted an area of relatively low electrical conductivity (interpreted as fresh

groundwater) indicated by the EM34 geophysical program that was associated with surface

water drainage channels. The association with surface water drainage is interpreted to be

important to intersect a significant thickness of calcrete and be in an area that potentially



receives significant recharge during flood events. Anecdotal advice indicates elsewhere the

Lyons River can have higher salinity in initial river flows following rain, which improve as flow

duration increases. The mechanism for this is presumably that evaporation from pools in the

river channels accumulates salts that increase the salinity of initial flows before being flushed

out of the system. It is possible that this explains the geophysical results, which indicate

higher electrical conductivity in the river channels, than the adjacent flood plain.

Drilling of one bore provisionally indicates that the geophysics is useful in identifying areas of

fresh groundwater in the calcrete aquifer at Mt Augustus. Drilling results indicate that

groundwater salinity increases with depth.

For preliminary estimating purposes we may assume an aquifer that is nominally 100 m wide

and 30 m thick, with available water from pore space (specific yield) being 2% of aquifer

volume. Using these figures a kilometre section of aquifer along the Lyons River may store

60 000 m3 of groundwater. Recharge associated with floods in the Fortescue River near

Millstream has been estimated at approximately 28 000 m3/yr/km and these may be broadly

applicable to the aquifer at Mt Augustus. On this basis available resources at Mt Augustus

along the 5 km length of aquifer between Ben's Bore and 5 Mile Bore may be in the order of

140 000 m3/yr minus environmental requirements. However, significant differences exist

between the area at Mt Augustus and Millstream and the estimates may not extrapolate with

any accuracy so further assessment is required before these figures can be utilised for

planning. It is also important to note that water quality at Mt Augustus is variable and bore

yields may have to be restricted to prevent ingress of water with unsuitable quality.

This program indicated that normal-circulation air-hammer drilling methods are likely

appropriate for future drilling. Water quality may be a limiting factor so drilling should target

areas of low electrical conductivity as identified by geophysics. Future drilling should also

target calcrete, which appears to be associated with drainage channels.

11 CONCLUSIONS AND RECOMMENDATIONS

An EM34 geophysical survey located an area of low electrical conductivity associated with

surface water drainage channels and potential calcrete aquifers immediately northwest of

Bens Bore. Production bore MA 1/04 was drilled and constructed in the area outlined by

geophysics intersecting groundwater of low salinity.



The bore intersected alluvium underlain by calcrete and silcrete with relict gravel texture.

Strata intersected have high permeability from a depth of about 11 to 41 m bgl forming an

aquifer in calcreted alluvium over a 30 m thickness. Salinity in the aquifer of bore MA 1/04 is

1100 to 1300 mg/L.

Extrapolation of test pumping data suggests bore MA 1/04 may be capable of a discharge

rate of more than 2000 m3/day for an operational waterlevel of about 5.5 m bgl which is about

5.5 m above the top of the aquifer. However, this should be confirmed by higher rate testing.

Recommended discharge rates and predicted operational waterlevels are estimated from

only a short period of pumping and should be treated as interim (indicative only) until longer-

term monitoring data are assessed. Pumping at 2000 m3/day for a nominal irrigation season

of 200 days removes 400 000 m3/yr and this may be greater than the sustainable aquifer

resource, which may be 140 000 m3/yr based on preliminary estimations.

Salinity of water from bore MA 1/04 was 1100 to 1300 mg/L TDS, which is within Department

of Agriculture guidelines for irrigation of mildly salt sensitive plants but is marginally higher

than the NH&MRC (1996) guidelines for drinking water set for aesthetic reasons.

Concentrations of nitrate and fluoride were marginally higher than health based NH&MRC

(1996) guidelines for drinking water but should not pose a problem for irrigation. The

hardness of the water as CaCO3 was tested at 490 mg/L, which is 290 mg/L above the

guideline and may cause build-up of scale.

Long-term monitoring, assessment and maintenance of bores is required. It is sound

practice that will allow initial estimates to be refined, may possibly improve water supplies

and will allow better management of groundwater resources to facilitate planning and reduce

the likelihood of water shortages.

A management plan should be formulated for protection of the resource and for planning of

future developments. Where possible it should incorporate monitoring and maintenance

requirements, groundwater level contour diagrams for groundwater flow directions,

estimation of aquifer resources, likely zones of influence of production bores and an

assessment of the potential for contaminants to impact water supplies.

A licence to construct a well was issued by the Water and Rivers Commission. This licence

expired on 1 December, 2004 and does not secure access to a groundwater allocation.



Table 1. Mount Augustus Drilling - Summary of Drilled Bores

WGS 84 Coordinates2 Slots (m bgl)BoreName

GGID1

Latitude LongitudeCasedDepth(m bgl)

CaseMaterial

Case ID(mm) From To

RecommendedPump Rate(m3/day)3

SalinityTDS

(mg/L)4

SWL(m bgl)5

Comments

MA 1/04 792 -24.33219 116.92643 45.840 PVC 150 15.725 39.817 2000 1300 2.895 Higher rate testing required toconfirm operational rate,which may be limited byaquifer storage.

Notes.• 1 Global Groundwaters Groundwater Information Database Identification Number (GGID).• 2 Coordinates are derived by GPS measurement, (see Metadata section of report for accuracy).• 3 Recommended on the basis of controlled test pumping.• 4 Laboratory tested salinity (gravimetric) of samples obtained at the conclusion of test pumping.• 5 Static waterlevels recorded prior to test pumping.

.



12 REFERENCES

Cooper, H. H., and Jacob, C. E., 1946, A generalised graphical method for evaluatingformation constants and summarising well field history: in Kruseman, G. P. andde Ridder, N. A., 1994, Analysis and evaluation of pumping test data,International Institute for Land Reclamation and Improvement, The Netherlands.

Department of Agriculture and Global Groundwater, 2003, Request for Tender, AGR013T-

03/04, Provision of a Drilling Service for Water Resources at the Meedo and

Mount Augustus Stations in the Gascoyne, Department of Agriculture Tender

Document (unpublished).

Department of Agriculture Western Australia, 2004, Water salinity and crop irrigation.Farmnote No. 34/2004.

Global Groundwater, 2003, Results of Geophysical and Preliminary Field Assessment -

AGR097Q-02/03. Unpublished letter to Mark Lewis, Department of Agriculture,

W. A.

Hantush, M. S., 1964, Hydraulics of Wells: in V.T. Chow (Editor), Advances in Hydroscience:in Kruseman, G. P. and de Ridder, N. A., 1994, Analysis and evaluation ofpumping test data, International Institute for Land Reclamation andImprovement, The Netherlands.

Heath, R.C., 1982, Basic Groundwater Hydrology: U.S. Geological Survey, Water SupplyPaper 2220.

NH&MRC, 1996, Australian Drinking Water Guidelines: National Health and MedicalResearch Council and the Agriculture and Resource Management Council ofAustralia and New Zealand, Commonwealth of Australia, Report,ISBN 0642 24463 4.

Papadopulos, I. S. and Cooper, H. H., 1967, The influence of bore storage on drawdown: inKruseman, G. P. and de Ridder, N. A., 1994, Analysis and evaluation ofpumping test data, International Institute for Land Reclamation andImprovement, The Netherlands.

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Aquifer

NoNoNoNoNoNoNoNo

5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W

1666616666166661666616666166661666616666

TRTRTRTR

NoNoNoNoNoNoNoNo

Potential Calcrete

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

Deep Soil

RdRdRdRdRdRdRdRdR

dR

dR

dR

dR

dR

dR

d

Mountain BMountain BMountain BMountain BMountain BMountain BMountain BMountain B

222222222

KilometresKilometresKilometresKilometresKilometresKilometresKilometresKilometresKilometres

000000000 111111111N

Ben's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's Bore

Mt BoreMt BoreMt BoreMt BoreMt BoreMt BoreMt BoreMt BoreMt Bore

China WellChina WellChina WellChina WellChina WellChina WellChina WellChina WellChina Well

12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore

5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well

MA1/04MA1/04MA1/04MA1/04MA1/04MA1/04MA1/04MA1/04MA1/04

Figure 2. Mount Augustus - Drilled locationsGlobal Groundwater Ref: \\Jobs\140gGDC_IrrigationInvestigation\Maps\DrillLocAugustus.WOR

Station tracksStation tracksStation tracksStation tracksStation tracksStation tracksStation tracksStation tracksStation tracks

Potential irrigation soilsPotential irrigation soilsPotential irrigation soilsPotential irrigation soilsPotential irrigation soilsPotential irrigation soilsPotential irrigation soilsPotential irrigation soilsPotential irrigation soils

Existing station boresExisting station boresExisting station boresExisting station boresExisting station boresExisting station boresExisting station boresExisting station boresExisting station bores

New boreNew boreNew boreNew boreNew boreNew boreNew boreNew boreNew bore

Legend

Eda BEda BEda BEda BEda BEda BEda BEda B

(Abd)(Abd)(Abd)(Abd)(Abd)(Abd)

Ge

(Abd)(Abd)

GeWa

Ja

WaWaWa

RIVERRIVERRIVERRIVERRIVERRIVERRIVERRIVER

45

Ben W

Co

MT AUGUSTUSMT AUGUSTUSMT AUGUSTUSMT AUGUSTUSMT AUGUSTUSMT AUGUSTUSMT AUGUSTUSMT AUGUSTUS

44

36123612361236123612361236123612

PwPwPwPw

GeGe

DOODSDOODSDOODSDOODSDOODSDOODSDOODSDOODS

361636163616

Ge

36163616361636163616

GeGeGe

No.

No.

No.

No.

No.

No.

No.

No.

RdRdRdRdRdRdRdRd

Aquifer

NoNoNoNoNoNoNoNo

5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W5 Mile W

1666616666166661666616666166661666616666

7 300 000m N

TRTRTRTR

NoNoNoNoNoNoNoNo

Potential Calcrete

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

MT AUGUSTUS

42

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

RO

AD

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

WOODLANDS

Deep Soil

RdRdRdRdRdRdRdRd

43

41 Rd

Rd

Rd

Rd

Rd

Rd

Rd

Mountain BMountain BMountain BMountain BMountain BMountain BMountain BMountain B

760760760760760760760760760

388388388388388388388388388

636636636636636636636636636

Mt BoreMt BoreMt BoreMt BoreMt BoreMt BoreMt BoreMt BoreMt Bore

China WellChina WellChina WellChina WellChina WellChina WellChina WellChina WellChina Well

Ben's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's BoreBen's Bore

12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore12 Mile Bore

5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well5 Mile Well

Conductivity mS/m

56 to 11053 to 5649 to 5345 to 4924 to 45

Figure 3. EM34 - Horizontal dipole 40m coil spacing resultsGlobal Groundwater Ref: \\Jobs\140gGDC_IrrigationInvestigation\Maps\MtAugustusEM34.WOR

GPS tracksGPS tracksGPS tracksGPS tracksGPS tracksGPS tracksGPS tracksGPS tracksGPS tracks

Bore / wells TDS ppmBore / wells TDS ppmBore / wells TDS ppmBore / wells TDS ppmBore / wells TDS ppmBore / wells TDS ppmBore / wells TDS ppmBore / wells TDS ppmBore / wells TDS ppm



0

10

20

30

40

50

60

Production Bore MA 1/04 - As Constructed

Silty sand and gravelSilcrete

Silty sandy gravel

Calcrete / silcrete

Calcreted / silcreted gravel

Calcrete

Calcreted silty sand

Calcreted ?? and Clay

Drilling suspended at47 mLogged by R. Nixon

Sandy Silty ClayeyGravelly

SAND SILT CLAYGRAVEL

. ∇ .

Figure 4. MA 1/04 Bore Construction

SILCRETE SILTSTONE SANDSTONECALCRETE LIMESTONE

�

∇ .

Drilling resultsYield TDSm

3/day (ppm)

192

216 540

288 576

1920 752

>2000 778

>2000 853

>2000 826

DEPTH (M) GEOLOGY MEASUREMENTS CONSTRUCTION

Completed 8 January 2004

CementBore Screenor Slots

Bore CasingBlank PVC

Graded Sand(Filter pack)

Annularvoid

ApproxSW L

SurfaceCasing

Bore is 155mm NB PVCcased bore drilled using

216 mm DHH - Fordetails, see log attached.

� Borehead

� Surface Casing

� Bore Casing

� Screen / Slots

� Centralisers

� Annulus

��

�

�

�

�

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.501 10 100 1000 10000

Time (minutes)

Dra

wd

ow

n (

m)

Step Test - Bore MA 1/04

Step 1 ∆sw

Step 2 ∆sw

Step 3 ∆sw

Static Water Level: 2.895 m (bgl)

Step 1: Q = 86 m3/dayStep 2: Q = 173 m3/day Step 3: Q = 259 m3/dayStep 4: Q = 346 m3/day

Step 4 ∆sw

Figure 5

Constant Rate Test - Bore MA 1/040.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.501 10 100 1000 10000

Elapsed Time (t, min)

Dra

wd

ow

n (

m, s

w)

MA 1/04

Trendline Data

Bens Bore

Bens Bore Trendline Data

Discharge rate (Q) = 490 m3/day

Static Waterlevel = 2.895 m (blg)

Figure 6

Residual Drawdown Data - Bore MA 1/04

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.501 10 100 1000 10000

Ratio t/t'

Res

idu

al D

raw

do

wn

(m

)

Discharge rate (Q) = 490 m3/day

Static Waterlevel = 2.895 m

Figure 7

Dip Tube Design and Installation - Schematic

Steel Standpipe

Discharge elbow - eg. Galv.gooseneck, polythene elbow etc.

PVC tube end cap - glued

Ground

Electric Motor

Pump

Pump Inlet

Rising Main - Polythenepipe, FRP, Wellmaster,column etc.

Electric motor cable Slots cut into PVC tube

PVC dip tube.Min. ID 19mm.Straight & kink free

Electric cable and dip tubefixed to rising main egPVC tape

Steel top plate with fittings for rising mainand discharge elbow. Discharge elbowmay be fixed (eg welded) to top plate.

To power source

Water through to headworks includingnon return valve, flow meter, samplingtap, etc.

PVC >19mm IDinternally threadedfitting – If all joints areglued, airline & gaugecan be fitted here.Note for airline depth toslots must beaccurately known

Concrete pad

Bore water level

Notes.

• Nominal only.• Not to scale.• Actual design dependent on client, pumping requirements and water

chemistry.

Coupling - Top plate to rising main.

Threaded plug to prevent insectinfestation.

Bore screen

Bore casing

Figure 8


Global Groundwater Ref: \\140gGDC_IrrigationInvestigation\MtAugustusBoreComp.pdf Appendix A

Appendix A

Groundwater Licence


Bore MA 1/02

Global Groundwater Ref: \\140gGDC_IrrigationInvestigation\MtAugustusBoreComp.pdf Appendix B

Appendix B

Drilling and Bore Construction Data


Bore MA 1/02


MOUNT AUGUSTUS 2004 DRILLING PROGRAM

BORE MA 1/04LOCATION

From grid, 700 m southeast to track heading east to Bens Bore, then 100 m then turn 90 degrees rightand travel 100 m to bore.

Coordinates: Latitude -24.33219 Longitude 116.92643 (WGS84), GPS +/- 5 m.Owner: Department of Agriculture, Western Australia.

DRILLING DETAILS

Date Commenced: 7 January, 2004Date Completed: 8 January, 2004

Drilling Method: 0.0 – 0.600 m 12 ¼” (311 mm) Diameter Blade Bit.0.600 – 47 m 8 ½” (216 mm) Diameter Down-Hole Hammer.

Total Drilled Depth: 101 m

Drilling Rig Schramm T64 top-head-drive with a 350psi/900cfm air-compressorDrilling Company: Austral Drilling Services Pty. Ltd.Driller: Glen Bonacchi supervised by Mike Bonacchi.

BORE CONSTRUCTION

� Borehead: From 0.100 m agl to 0.487 m agl a steel standpipe (273 mm OD, 5 mm wallthickness) is welded to the top of the surface casing. The standpipe consistsof a 0.387 mm length of steel casing. A cement pad protruding to0.223 m agl is set at the borehead. Security is provided by a steel cap,which can be locked or bolted in place.

� Surface Casing: From 0.100 m agl to 0.600 m bgl, steel casing (273 mm ID, 5 mm wallthickness) cemented in place with cement and plaster.

� Bore Casing: From 0.445 m agl to 15.725 m bgl and 39.817 m bgl to 45.840 m bgl -Vinidex Class 12 155mm NB PVC, 150mm ID, 8.5 mm thick, joined every6 m at bells with Vinidex type ‘P’ PVC glue and 15 mm 8g anodised screwspinning the sleeve. An internal PVC end-cap glued and screwed into thebase.

� Screen / Slots: From 15.725 m bgl to 39.817 m bgl - Vinidex Class 12 155mm NB PVC,150mm ID, 8.5 mm thick. Casing slots are machine-cut to 0.5 mm aperture.4 x 6.023 m lengths joined every 6 m at bells with Vinidex type ‘P’ PVC glueand 15 mm 8g anodised screws pinning the sleeve.

� Centralisers: Kwik-zip PVC – One per 6 m screen (17-30 mm expandable hoops).� Annulus: Imdex 16/30 (0.6-1.2 mm) to 0.5 m bgl then cement grout to 0.038 m bgl to

provide a sanitary seal.

DRILLING COMMENTS

Soft section 26 to 28 m and 32 to 36 m. At 42 m hammer not working dur to clay an too much water.If need to drill clay then use TCI tricone. Very hard ground, could not drill with air-core blade, requiresdown hole hammer.


Bore MA 1/02


REFERENCE

PVC Bore casing: Height above ground level (agl) 0.445 m.Headworks: Top of steel headworks is 0.487 m aglCement pad: Top of cement pad (pad) is 0.223 m aglGround: The natural surface around the pad is uneven, variation ~0.050 m over a 2 m

radius.Static Waterlevel 2.890 m btPVC, 9 January 2004.

PARAMETERS MEASURED DURING DRILLING

Depth(m bgl)

Airlift Yield (m3/day) Field Salinity TDS(ppm)

Comment

11 19217 216 54023 288 57629 ~1920 75235 >2000 778 Too high to measure41 >2000 853 Too high to measure47 >2000 826 Too high to measure

PARAMETERS MEASURED DURING DEVELOPMENT

ElapsedTime(min)

Airlift Yield(m3/day)

FieldSalinity

(ppm TDS)

Sediment Load(mL/20L)

Comment

8 January, 2004 – Flow timed into 1000 L drum.5 2880 846 5 Light brown, translucent15 882 <0.1 Clear, translucent30 884 <0.1 Clear, translucent45 877 0 Clear, translucent60 868 0 Clear, translucent

INTERPRETED SUMMARY LOG

Interval(m bgl)

General Description Age/Unit

0 - 11 Silty sandy gravel and silcrete, minorcalcrete

Quaternary / Qa

11 - 38 Calcrete and silcrete Cainozoic / Czk38 –-41 Calcreted silty sand Cainozoic / Czk41 - 48 Calcreted clay Cainozoic / Czk


Bore MA 1/02


Lithological Descriptions

Depth (m)From To0.00 0.50 Silty Sand and Gravel; Red brown, predominantly 0.1 to 3 mm, sub angular to sub

rounded, poorly sorted, composed of quartz and Fe oxide with minor calcrete, juvenilealluvium.

0.50 3.00 Silcrete; Red brown, alluvium as above, cemented by Fe rich silcrete (no acidreaction), possible minor calcrete. Sample dry.

3.00 8.00 Silty Sandy Gravel; Red brown, 0.1 to 2.5 mm, sub rounded, poorly sorted,composed of quartz and Fe oxide, minor calcrete. Sample damp.

8.00 11.00 Silty Sandy Gravel; As above, sample saturated.

11.00 17.00 Calcrete/Silcrete/Ferricrete; Dark red brown, moderately indurated alluvium, asabove.

17.00 26.00 Calcrete/Silcrete; White, very fine grained (vitreous?), no texture, 50% acid reactioninferring 50% calcium carbonate and 50% silcrete?.

26.00 31.00 Calcreted/Silcreted Gravel; As above with relict texture of well rounded gravel to4 mm, cavernous.

31.00 38.00 Calcrete; Light brown, white and mottled, clayey mottles with white calcrete veining,hard.

38.00 41.00 Calcreted Silty Sand; Red brown silt with minor fine sand (<0.5 mm) and 80%calcrete.

41.00 47.00 Calcreted Clay; Thin calcrete bands with hard clay, very slow drilling, hammerrefusal.

End of Hole – TD = 47 m bgl.

Logged by Richard Nixon, 7 January, 2004


Global Groundwater Ref: \\140gGDC_IrrigationInvestigation\MtAugustusBoreComp.pdf Appendix C

Appendix C

Test Pumping Data and Analysis Sheets

Job No.: Pumped Bore:

Client.: Calculations for Bore:

Screens (mbgl): 45 to 63 Bore Diameter (mm): 150

Test Start: Bore Radius r (m): 0.075

Test End: Discharge Rate Q (m3/day) : 490

Duration (hours): SWL (mbgl): 2.895

Method of Analysis: Jacobs Straight Line Regression

Drawdown Regression Equation: sw = 0.0097 Ln(t) + 0.0507

Curve Section Used: Start time (min) = 10 End time (min) = 1444

Aquifer Parameters

The slope of the selected curve section (∆s) = 0.02 m

The interpreted thickness of the aquifer is = 24.00 m

Therefore Transmissivity = 4015 m2/day and Hydraulic Conductivity = 167 m/day

Casing Storage Effects

Casing storage effects cease after 0.1 minutes.

Method of Analysis:

Residual Drawdown Regression Equation: sw = 0.0111 Ln(t) + 0.0242

Curve Section Used: Start point (t/t') = 6.89 End point t/t' (min) = 14.88

Aquifer Parameters

The slope of the selected curve section (∆s') = 0.03 m

Therefore Transmissivity = 3509 m2/day and Hydraulic Conductivity = 146.2 m/day

Aquifer Transmissivity (T) = 2.3Q/4Π∆s and Hydraulic Conductivity (k) = T/b

GLOBAL GROUNDWATER

Test Pumping Analysis Sheet

13-Jan-04 07:00

14-Jan-04 07:04

24.1

140g MA 1/04

Department of Agriculture MA 1/04

This validates the section of the curve used for the analysis.

The method of Papadopulos and Cooper (1967) (t > 25r2/T) was used to determine the time at which casing storage ceased to affect the waterlevels in the bore.

Aquifer parameters are in close agreement with those derived from the drawdown curve.

Aquifer Transmissivity (T) = 2.3Q/4Π∆s and Hydraulic Conductivity (k) = T/b

Theis Recovery - Straight Line Regression


Client.: Calculations for Bore:

Screens (mbgl): 45 to 63 Bore Diameter (mm): 150

Test Start: Bore Radius r (m): 0.075

Test End: Discharge Rate Q (m3/day) : 490

Duration (hours): SWL (mbgl): 2.895

GLOBAL GROUNDWATER

Test Pumping Analysis Sheet

13-Jan-04 07:00

14-Jan-04 07:04

24.1

140g MA 1/04

Department of Agriculture MA 1/04

Recommended Bore Discharge Rate and Pump Depth Setting

Extrapolation Period: 180 Days or 259200 minutes

The 180 0.17 m

And the 180 2855.25 m3/day/m

Using long-term extrapolated specific capacity, drawdown can be predicted for various discharge rates.

Long term drawdown @ 2000 m3/day = 1 m

If seasonal decline in aquifer waterlevel of 2 m was allowed for, then the long-term

predicted waterlevel would be 6 m bgl.

The recommended constant (24 hour) discharge rate for the bore is 2000 m3/day

The recommended pump inlet depth for the bore is 30 m bgl

Comments

Day Extrapolated Drawdown (s) =

Day Specific Capacity (Q/s) at the tested rate =

The maximum waterlevel recorded during the test period was approximately 3 m and therefore the behaviour of the aquifer when the waterlevel falls below this has not been observed. Irrespective of the discharge rate recommended, the predictions are based on only short-term pumping and longer-term monitoring of waterlevels is required to track actual aquifer behavior. A low flow cut out switch is required to protect the pump motor should waterlevels fall lower than predicted. The recommended pump depth setting is within the bore screen and therefore a pump shroud may be required for cooling purposes.

Date : 12-Jan-04 Supervisor : G.Watkins Pumped Bore: MA 1/04

Job No : 140g Operator: R. Brereton Measurements on Bore: MA 1/04

Client : Department of Agriculture Distance to Pumped Bore (m): 0

Contractor: Global Groundwater

SWL (mbMP): 3.295 SWL (mbgl): 2.895 Pump Inlet (mbmp): 30

MP (maToC): 0.000 Start Time: Available Drawdown (m): 27

ToC (magl) : 0.400 End Time: Discharge Location:

Pump : Lowara HF20 Bore Internal Diam. (mm): 150

SWL = Static water level mbMP = Metres below measuring point mbgl = Metres below ground levelMP = Measuring point magl = Metres above ground level ToC= Top of Casing (Bore)

Elapsed Water Time Time Level Drawdown Remarks

STEP (Hr:Min:Sec) (Min) (m) (m)Magflow & 4" Weir with 2" orifice 86 (m3/d) 1.00 (L/s)

17:01:00 1 3.307 0.01217:02:00 2 3.300 0.00517:03:00 3 3.298 0.00317:04:00 4 3.303 0.00817:05:00 5 3.310 0.01517:06:00 6 3.300 0.00517:07:00 7 3.305 0.010

1 17:08:00 8 3.304 0.00917:09:00 9 3.304 0.00917:10:00 10 3.304 0.009 TDS 710 ppm17:15:00 15 3.310 0.01517:20:00 20 3.304 0.00917:25:00 25 3.306 0.01117:30:00 30 3.304 0.009

Magflow & 4" Weir 173 (m3/d) 2.00 (L/s)17:31:00 31 3.312 0.01717:32:00 32 3.317 0.02217:33:00 33 3.317 0.02217:34:00 34 3.317 0.02217:35:00 35 3.315 0.02017:36:00 36 3.317 0.02217:37:00 37 3.314 0.019

2 17:38:00 38 3.314 0.01917:39:00 39 3.317 0.02217:40:00 40 3.317 0.02217:45:00 45 3.317 0.02217:50:00 50 3.317 0.02217:55:00 55 3.316 0.02118:00:00 60 3.317 0.022

100m North

GLOBAL GROUNDWATER

Step Test Data Sheet

12/01/2004 17:00

12/01/2004 19:00

Date : 12-Jan-04 Supervisor : G.Watkins Pumped Bore: MA 1/04

Job No : 140g Operator: R. Brereton Measurements on Bore: MA 1/04

Client : Department of Agriculture Distance to Pumped Bore (m): 0

Contractor: Global Groundwater

SWL (mbMP): 3.295 SWL (mbgl): 2.895 Pump Inlet (mbmp): 30

MP (maToC): 0.000 Start Time: Available Drawdown (m): 27

ToC (magl) : 0.400 End Time: Discharge Location:

Pump : Lowara HF20 Bore Internal Diam. (mm): 150


Elapsed Water Time Time Level Drawdown Remarks

STEP (Hr:Min:Sec) (Min) (m) (m)

100m North

GLOBAL GROUNDWATER

Step Test Data Sheet

12/01/2004 17:00

12/01/2004 19:00

Magflow & 4" Weir 259 (m3/d) 3.00 (L/s)18:01:00 61 3.322 0.02718:02:00 62 3.325 0.03018:03:00 63 3.333 0.03818:04:00 64 3.325 0.03018:05:00 65 3.330 0.03518:06:00 66 3.336 0.04118:07:00 67 3.337 0.042

3 18:08:00 68 3.332 0.03718:09:00 69 3.330 0.035 TDS 737 ppm18:10:00 70 3.333 0.03818:15:00 75 3.330 0.03518:20:00 80 3.333 0.03818:25:00 85 3.331 0.03618:30:00 90 3.331 0.036

Magflow & 4" Weir 346 (m3/d) 4.00 (L/s)18:31:00 91 3.342 0.04718:32:00 92 3.344 0.04918:33:00 93 3.342 0.04718:34:00 94 3.343 0.04818:35:00 95 3.347 0.05218:36:00 96 3.347 0.052

4 18:37:00 97 3.347 0.05218:38:00 98 3.348 0.05318:39:00 99 3.350 0.05518:40:00 100 3.350 0.05518:45:00 105 3.353 0.058 TDS 734 ppm18:50:00 110 3.350 0.05518:55:00 115 3.350 0.05519:00:00 120 3.349 0.054

Test Start: Test End:


Client.: Measurements on Bore:

Contractor: Supervisor:

SWL (mbMP): Pump Inlet (mbmp): 30.00

MP (maTOC): Available Drawdown (m): 26.71

TOC (magl): Discharge Dist. & Direction: 100m North

SWL (mbgl): Bore Internal Diameter (mm): 150

Pump Used: Flow (L/s): 5.67 Flow (m3/day): 490

Flow device: Magflow with QA calibrated 4" Weir with 2" orifice @ 670 mm manometer height.

Start Time: 7:00:00 End Time: 7:04:00 Number of other Bores Monitored: 1


TimeElapsed

TimeWater Level Drawdown

Corrected Drawdown Comments

Date (Hr:Min:Sec) (Min) (m) (m) (m)13-Jan-04 7:01:00 1.0 3.357 0.062 0.06213-Jan-04 7:02:00 2.0 3.363 0.068 0.06813-Jan-04 7:03:00 3.0 3.353 0.058 0.05813-Jan-04 7:04:00 4.0 3.366 0.071 0.07113-Jan-04 7:05:00 5.0 3.367 0.072 0.07213-Jan-04 7:06:00 6.0 3.367 0.072 0.07213-Jan-04 7:07:00 7.0 3.369 0.074 0.07413-Jan-04 7:08:00 8.0 3.370 0.075 0.07513-Jan-04 7:09:00 9.0 3.371 0.076 0.07613-Jan-04 7:10:00 10.0 3.377 0.082 0.08213-Jan-04 7:15:00 15.0 3.373 0.078 0.07813-Jan-04 7:20:00 20.0 3.380 0.085 0.08513-Jan-04 7:25:00 25.0 3.373 0.078 0.07813-Jan-04 7:30:00 30.0 3.379 0.084 0.08413-Jan-04 7:35:00 35.0 3.386 0.091 0.09113-Jan-04 7:40:00 40.0 3.385 0.090 0.09013-Jan-04 7:45:00 45.0 3.382 0.087 0.08713-Jan-04 7:50:00 50.0 3.383 0.088 0.08813-Jan-04 8:00:00 60.0 3.391 0.096 0.09613-Jan-04 8:10:00 70.0 3.381 0.086 0.08613-Jan-04 8:20:00 80.0 3.388 0.093 0.09313-Jan-04 8:40:00 100.0 3.387 0.092 0.09213-Jan-04 9:00:00 120.0 3.391 0.096 0.09613-Jan-04 9:20:00 140.0 3.395 0.100 0.10013-Jan-04 9:40:00 160.0 3.395 0.100 0.10013-Jan-04 10:00:00 180.0 3.398 0.103 0.10313-Jan-04 10:30:00 210.0 3.396 0.101 0.10113-Jan-04 11:00:00 240.0 3.403 0.108 0.10813-Jan-04 11:30:00 270.0 3.397 0.102 0.10213-Jan-04 12:00:00 300.0 3.399 0.104 0.10413-Jan-04 12:30:00 330.0 3.398 0.103 0.10313-Jan-04 13:00:00 360.0 3.414 0.119 0.11913-Jan-04 13:30:00 390.0 3.406 0.111 0.11113-Jan-04 14:00:00 420.0 3.391 0.096 0.096

2.895

Lowara HF20

MA 1/04

MA 1/04

0.000

3.295

140g


Global Groundwater

GLOBAL GROUNDWATERConstant Rate Test - Data Sheet

0.400

13-Jan-04 07:00 14-Jan-04 07:04

G.Watkins

TDS 761 ppm

TDS 747ppm





SWL (mbMP): Pump Inlet (mbmp): 30.00

MP (maTOC): Available Drawdown (m): 26.71

TOC (magl): Discharge Dist. & Direction: 100m North

SWL (mbgl): Bore Internal Diameter (mm): 150

Pump Used: Flow (L/s): 5.67 Flow (m3/day): 490

Flow device: Magflow with QA calibrated 4" Weir with 2" orifice @ 670 mm manometer height.

Start Time: 7:00:00 End Time: 7:04:00 Number of other Bores Monitored: 1


TimeElapsed


Corrected Drawdown Comments

Date (Hr:Min:Sec) (Min) (m) (m) (m)

2.895

Lowara HF20

MA 1/04

MA 1/04

0.000

3.295

140g


Global Groundwater

0.400

13-Jan-04 07:00 14-Jan-04 07:04

G.Watkins

13-Jan-04 14:30:00 450.0 3.388 0.093 0.09313-Jan-04 15:00:00 480.0 3.387 0.092 0.09213-Jan-04 16:00:00 540.0 3.393 0.098 0.09813-Jan-04 17:00:00 600.0 3.386 0.091 0.09113-Jan-04 18:00:00 660.0 3.394 0.099 0.09913-Jan-04 19:00:00 720.0 3.408 0.113 0.11313-Jan-04 20:00:00 780.0 3.411 0.116 0.11613-Jan-04 21:00:00 840.0 3.415 0.120 0.12013-Jan-04 22:00:00 900.0 3.418 0.123 0.12313-Jan-04 23:00:00 960.0 3.420 0.125 0.12514-Jan-04 0:00:00 1020.0 3.418 0.123 0.12314-Jan-04 1:00:00 1080.0 3.420 0.125 0.12514-Jan-04 2:00:00 1140.0 3.420 0.125 0.12514-Jan-04 3:00:00 1200.0 3.420 0.125 0.12514-Jan-04 4:00:00 1260.0 3.422 0.127 0.12714-Jan-04 5:00:00 1320.0 3.424 0.129 0.12914-Jan-04 6:00:00 1380.0 3.426 0.131 0.13114-Jan-04 7:04:00 1444.0 3.428 0.133 0.133

TDS 717 ppm

TDS 716 ppm

TDS 714 ppm

Date: Job No.: Client:

Test Start: Number of other Bores Monitored:

Measurements on Bore:

Distance from Pumped Bore (m): 125

SWL (mbMP): 4.155 MP (magl): 0.912

SWL (mbgl): 3.243 Bore Diam. (mm): 150.0

SWL Measured on:


TimeElapsed


Corrected Drawdown Time

Elapsed Time

Water Level Drawdown

Corrected Drawdown

Date (Hr:Min:Sec) (Min) (m) (m) (m) Date (Hr:Min:Sec) (Min) (m) (m) (m)13-Jan-04 8:25:00 85.00 4.195 0.040 0.04013-Jan-04 11:00:00 240.00 4.194 0.039 0.03913-Jan-04 13:00:00 360.00 4.195 0.040 0.04013-Jan-04 15:00:00 480.00 4.194 0.039 0.03913-Jan-04 17:00:00 600.00 4.193 0.038 0.03813-Jan-04 19:00:00 720.00 4.200 0.045 0.04513-Jan-04 21:00:00 840.00 4.215 0.060 0.06013-Jan-04 23:00:00 960.00 4.215 0.060 0.06013-Jan-04 1:00:00 1080.00 4.218 0.063 0.06313-Jan-04 3:00:00 1200.00 4.220 0.065 0.06513-Jan-04 5:00:00 1320.00 4.220 0.065 0.06513-Jan-04 7:00:00 1440.00 4.221 0.066 0.06613-Jan-04 8:45:00 1545.00 4.200 0.045 0.045 Recovery13-Jan-04 9:25:00 1585.00 4.198 0.043 0.043


1

13-Jan-04 07:50

GLOBAL GROUNDWATERMonitoring Bore - Data Sheet

13-Jan-04 07:00

Bens Bore

13-Jan-04 07:00 140g





SWL (mbMP): Preceding Constant Rate Test Flow (m3/day): 490

MP (maTOC): (L/s): 5.67

TOC (magl): Pump Start Time: 7:00:00

SWL (mbgl): Pump Stop Time: 7:04:00

Number of other Bores Monitored: 0


Date Time Time Since Ratio t/t' Water Residual Corrected Calculated RemarksPumping Stopped

Level Drawdown Residual Drawdown Recovery

(Hr:Min:Sec) (t') (Min) (m) (m) (m) (m)14-Jan-04 7:05:00 1.00 1445.00 3.369 0.074 0.074 0.04714-Jan-04 7:06:00 2.00 723.00 3.369 0.074 0.074 0.04714-Jan-04 7:07:00 3.00 482.33 3.375 0.080 0.080 0.04114-Jan-04 7:08:00 4.00 362.00 3.370 0.075 0.075 0.04614-Jan-04 7:09:00 5.00 289.80 3.368 0.073 0.073 0.04814-Jan-04 7:10:00 6.00 241.67 3.367 0.072 0.072 0.04914-Jan-04 7:11:00 7.00 207.29 3.365 0.070 0.070 0.05114-Jan-04 7:12:00 8.00 181.50 3.363 0.068 0.068 0.05314-Jan-04 7:13:00 9.00 161.44 3.362 0.067 0.067 0.05414-Jan-04 7:14:00 10.00 145.40 3.360 0.065 0.065 0.05614-Jan-04 7:19:00 15.00 97.27 3.360 0.065 0.065 0.05614-Jan-04 7:24:00 20.00 73.20 3.355 0.060 0.060 0.06114-Jan-04 7:29:00 25.00 58.76 3.352 0.057 0.057 0.06414-Jan-04 7:34:00 30.00 49.13 3.352 0.057 0.057 0.06414-Jan-04 7:39:00 35.00 42.26 3.360 0.065 0.065 0.05714-Jan-04 7:44:00 40.00 37.10 3.366 0.071 0.071 0.05114-Jan-04 7:49:00 45.00 33.09 3.356 0.061 0.061 0.06114-Jan-04 7:54:00 50.00 29.88 3.359 0.064 0.064 0.05814-Jan-04 8:04:00 60.00 25.07 3.357 0.062 0.062 0.06014-Jan-04 8:14:00 70.00 21.63 3.353 0.058 0.058 0.06414-Jan-04 8:24:00 80.00 19.05 3.352 0.057 0.057 0.06514-Jan-04 8:48:00 104.00 14.88 3.348 0.053 0.053 0.06914-Jan-04 9:04:00 120.00 13.03 3.348 0.053 0.053 0.06914-Jan-04 9:24:00 140.00 11.31 3.347 0.052 0.052 0.07014-Jan-04 9:45:00 161.00 9.97 3.345 0.050 0.050 0.07214-Jan-04 11:09:00 245.00 6.89 3.340 0.045 0.045 0.078

0.400

2.895

13-Jan-04 07:00

140g


Global Groundwater

GLOBAL GROUNDWATERRecovery - Data Sheet

3.295

0.000

14-Jan-04 07:04

G.Watkins

MA 1/04

MA 1/04


Global Groundwater Ref: \\140gGDC_IrrigationInvestigation\MtAugustusBoreComp.pdf Appendix D

Appendix D

Water Sample Chemical Analysis Data


Global Groundwater Reference: \\140gGDC_IrrigationInvestigation\MtAugustusBoreComp.pdf

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