groundwater impact assessment · in australia, edition 3 (nudlc, 2012). geo-logix converted soil...

Proposed Underground Car Park

25A Barker Road, Strathfield NSW 2135

Australian Catholic University – May, 2017

GROUNDWATER IMPACT ASSESSMENT

Groundwater Impact Assessment 1701029Rpt01FinalV01_15May17 ● Page i

DOCUMENT CONTROL

GROUNDWATER IMPACT ASSESSMENT

Proposed Underground Car Park

25A Barker Road,

Strathfield NSW 2135

PREPARED FOR

Australian Catholic University

C/- Hicham Dagher

Donald Cant Watts Corke

Level 1, 14 Martin Place,

Sydney NSW 2000

Report reference: 1701029Rpt01FinalV01_15May17

Date: 15th May 2017

DISTRIBUTION AND REVISION REGISTER

Revision

Number Date Description Recipient Deliverables

V00 12/05/2017 Internal Draft Report

1701029Rpt01DraftV00_12May17 Geo-Logix Pty Ltd 1 Electronic Copy

V01 15/05/2017 Final

1701029Rpt01FinalV01_15May17

Hicham Dagher

Donald Cant Watts Corke 1 Electronic Copy

Issued by: Geo-Logix Pty Ltd

ABN: 86 116 892 936

______________________ _________________________

Edward Lilly Reviewed by Ben Pearce

BSc Civil Engineering, MIEAust BSc (Hons), CEnvP#321

Senior Geotechnical Engineer Principal

Groundwater Impact Assessment 1701029Rpt01FinalV01_15May17 ● Page ii

TABLE OF CONTENTS

1. INTRODUCTION ............................................................................................................... 1

1.1 Proposed Development .............................................................................................. 1

2. SITE INFORMATION ......................................................................................................... 1

2.1 Site Identification and Description ............................................................................ 1

2.2 Regional Geology ....................................................................................................... 1

2.3 Regional Hydrogeology ............................................................................................. 2

3. SAMPLING ANALYSIS PLAN........................................................................................... 2

3.1 Scope of Work ............................................................................................................ 2

3.2 Groundwater Well Installation Methodology ............................................................ 3

3.3 Aquifer Hydraulic Conductivity Testing .................................................................... 3

3.4 Groundwater Sampling Methodology ....................................................................... 4

3.5 Assessment Criteria ................................................................................................... 4

4. INVESTIGATION RESULTS .............................................................................................. 5

4.1 Site Geology and Hydrogeology ................................................................................ 5

4.2 Laboratory Analytical Results ................................................................................... 5

5. DISCUSSION ..................................................................................................................... 6

5.1 Excavation and Construction Dewatering ................................................................ 6

5.2 Groundwater Disposal Options ................................................................................. 7

5.3 Long-term Dewatering ................................................................................................ 7

5.4 Recommendations for Further Investigation ............................................................ 7

6. LIMITATIONS .................................................................................................................... 8

7. REFERENCES ................................................................................................................ 10

Groundwater Impact Assessment 1701029Rpt01FinalV01_15May17 ● Page iii

FIGURES

Figure 1: Site Location

Figure 2: Site Map

Figure 3: Section A-A’

TABLES

Table 1: Summary of Groundwater Analytical Data – Physical Parameters

Table 2: Summary of Groundwater Analytical Data – Anions and Cations

Table 3: Summary of Groundwater Analytical Data – Heavy Metals

Table 4: Summary of Groundwater Analytical Data – Nutrients

Table 5: Summary of Groundwater Analytical Data – Microbiological Organisms

Table 6: Summary of Groundwater Analytical Data – Petroleum Hydrocarbons

Table 7: Summary of Groundwater Analytical Data – Polyaromatic Hydrocarbons

ATTACHMENTS

Attachment A: Preliminary Development Plans

Attachment B: Groundwater Bore Search Map

Attachment C: Bore Logs

Attachment D: Rising Head Test

Attachment E: Groundwater Sample Logs

Attachment F: Stiff Diagram and Piper Plot

Attachment G: Laboratory Reports

Groundwater Impact Assessment 1701029Rpt01FinalV01_15May17 ● Page 1

1. INTRODUCTION

Geo-Logix Pty Ltd (Geo-Logix) was engaged by Donald Cant Watts Corke (DCWC) on behalf of Australian

Catholic University (ACU) to conduct a groundwater impact assessment for the proposed underground car

park at the ACU Strathfield Campus located at 205A Barker Road, Strathfield NSW 2135 (Figure 1). The

purpose of the assessment was to obtain site-specific groundwater data to evaluate groundwater impacts

in the short-term (construction dewatering) and in the long-term (drained basement design).

1.1 Proposed Development

Based on concept plans provided by DCWC (Attachment A), ACU plans to build a one level underground

car park beneath the present day sports field in the northwest portion of the university campus. Geo-Logix

understands that the proposed development has the following parameters:

• Current/finished ground level at 33.35 metres Australian Height Datum (mAHD);

• Basement level at 29.8 mAHD;

• General excavation base at approximately 29.6 mAHD; and

• Footing excavation base at approximately 28.8 mAHD.

2. SITE INFORMATION

2.1 Site Identification and Description

The investigation area comprises the following properties:

Street Address Lot and

Deposited Plan (DP) Approximate Area (m2)

25A Barker Road, Strathfield NSW 2135 Part of Lot 11 DP869042 11,000

Property information sourced from NSW Land and Property Information.

The following site descriptions are based on observations made during the site investigation conducted by

Geo-Logix on 13 and 18 April 2017.

The site was located in the Sydney suburb of Strathfield, NSW and comprises the northwest portion of the

ACU Strathfield Campus encompassing an area of approximately 11,000 m2 (Figure 2).

The site was primarily occupied by an existing sports field, slightly domed in the centre with asphalt carpark

and ACU buildings to the south, residential properties to the west, Edgar Street and ACU buildings to the

north and additional sports fields to the east.

2.2 Regional Geology

The 1:100,000 Sydney Geology Map (Geological Survey of New South Wales, 1983) describes geology

underlying the site as Triassic age Bringelly Shale, characterised by shale, carbonaceous claystone,

laminite, fine to medium grained lithic sandstone and rare coal.


2.3 Regional Hydrogeology

Reference to the NSW Office of Water online All Groundwater Map (allwaterdata.water.nsw.gov.au/

water.stm) indicates there are no registered groundwater bores within a 500 m radius of the site. A copy of

the groundwater bore search map is provided as Attachment B. Groundwater is expected to follow regional

topography and flow towards an unnamed tributary of Powells Creek to the north.

3. SAMPLING ANALYSIS PLAN

3.1 Scope of Work

In order to assess the potential groundwater impacts, Geo-Logix completed the following scope of work:

• Installation of one groundwater monitoring well to 4.5 metres below grade (mbg), the

maximum expected depth of excavation, installed with 3 m of slotted screen, screened

across the encountered soil rock interface at 2.5 mbg;

• Installation of a second groundwater monitoring well to a depth of 6.5 mbg, targeted to

the depth of groundwater as encountered during drilling. The well was installed with 4.5 m

of slotted screen, such that the slotted screen intersects encountered groundwater within

the rock and was sealed below the soil–rock interface encountered at 0.5 mbg;

• During drilling, encounter soils, rock and groundwater inflow were logged by Geo-Logix’s

field geologist, Aidan McKenzie;

• Following drilling and installation, the groundwater monitoring wells were allowed to

equilibrate for approximately 100 hours. After equilibration, Geo-Logix returned to site to

gauge standing groundwater level in the wells, perform a slug test to assess aquifer

parameters including hydraulic conductivity, measure groundwater parameters including

pH, electrical conductivity, redox potential, dissolved oxygen and temperature, and collect

groundwater samples for laboratory analysis; and

• Groundwater samples were collected using low-flow techniques in accordance with

industry best practices. The resultant groundwater samples were submitted to a NATA

accredited laboratory for analysis of physical parameters and analytes of the “Suggested

general groundwater quality analytical suite” for dewatering assessment in accordance

with the Sydney Coastal Councils Groundwater Management Handbook:

Suite Parameters/Analytes

Physical parameters Alkalinity, electrical conductivity (EC), pH, redox potential (Eh), total

dissolved solids (TDS) and total hardness

Major anions Sulphate (SO4=), chloride (Cl-), bicarbonate (HCO3=)

Major cations Calcium (Ca+), magnesium (Mg++), sodium (Na+) and potassium (K+)

Inorganics and heavy metals

Aluminium (Al), antimony (Sb), arsenic (As), barium (Ba), boron (B),

cadmium (Cd), chromium (Cr), copper (Cu), iron (Fe), lead (Pb),

lithium (Li), manganese (Mn), mercury (Hg), nickel (Ni), selenium

(Se), silver (Ag) and zinc (Zn)


Suite Parameters/Analytes

Nutrients Ammonia (NH3), nitrate (NO3), total nitrogen (N) and total phosphorus

(P)

Microbiological organisms Faecal coliforms, faecal streptococci and E. coli

Organic compounds* Total Petroleum Hydrocarbons (TPH), Polyaromatic Hydrocarbons

(PAH), and benzene, toluene, ethylbenzene and xylenes (BTEX)

*Based on the understood geology and site use the following organic compounds are excluded from Geo-

Logix’s assessment: semi-volatile chlorinated hydrocarbons, volatile chlorinated hydrocarbons, chlorinated

aliphatics, pesticides, phenols and polychlorinated biphenyls

The Geo-Logix field investigation was conducted on 13 and 18 April 2017.

3.2 Groundwater Well Installation Methodology

Soil borings MW1 and MW2 were completed using truck mounted Geoprobe drill rig utilising solid stem

augers. Borings were initiated using with a “V” shaped hardened steel bit (V-bit) to refusal on rock and

completed using a wing-shaped Tungsten Carbide bit (TC-bit). Boring MW1 was drilled to a target depth of

4.5 mbg and boring MW2 was drilled to a target depth of 6.5 mbg. During drilling the encountered soils

were logged in accordance with the Unified Soil Classification System (USCS). The depth of encountered

groundwater was logged in each well during drilling.

Groundwater wells were installed in accordance with Minimum Construction Requirements for Water Bores

in Australia, Edition 3 (NUDLC, 2012). Geo-Logix converted soil bores MW1 and MW2 into groundwater

monitoring wells. The groundwater wells were constructed of Class 18, 50 mm diameter PVC pipe. Slotted

PVC casing 3-4.5 m in length was installed from depths between 1.2 to 4.2 mbg in well MW1 and 2.0 to

6.5 mbg in well MW2. A sand filter pack extended from the base of the borings to 0.5 m above the top of

the slotted PVC casing and was sealed with 0.5 m of hydrated bentonite pellets above the sand pack. A

cement grout was used to seal the borehole annulus to surface. The wells were finished to grade with a

plastic valve box. Construction details are presented in the attached boring logs (Attachment C).

Following well installation, no groundwater was present in well MW1. Groundwater elevation was measured

in well MW2 and the well was developed by surge and purge with a disposable plastic bailer until dry,

approximately 20 L of water was removed.

3.3 Aquifer Hydraulic Conductivity Testing

Hydraulic conductivity of the saturated zone was determined by performing a rising head test, also known

as a slug test, on well MW2. The rising head test was completed by measuring the initial groundwater head

elevation, removing 7.5 L of water from the well and recording the recharging head elevation at 30 second

intervals over a period of 25 minutes. The recovery data from the slug tests was solved utilising aquifer

software Aqtesolv® to obtain a value for hydraulic conductivity (K). A copy of the output from Aqtesolv® is

provided in Attachment D.


3.4 Groundwater Sampling Methodology

Groundwater wells were sampled approximately 100 hours after installation. Groundwater samples were

collected by dedicating ¼” LDPE tubing into each well. The LDPE tubing was connected to disposable

silicon tubing that runs through a peristaltic pump. The peristaltic pump was set to very low flow rates to

reduce sample turbidity. During well purging, water parameters, pH, dissolved oxygen, turbidity,

conductivity and temperature were measured. Groundwater Well MW1 did not contain sufficient water to

collect samples for laboratory testing. Groundwater samples were collected from well MW2 when water

quality parameters and head elevation stabilised. Groundwater sample logs are presented in Attachment

E.

Groundwater samples were collected in 40 mL hydrochloric acid preserved vials, 200 mL glass amber

bottles, 200 mL nitric acid preserved plastic bottles, 500 mL unpreserved plastic bottles, 250 mL hydrogen

sulfate preserved plastic bottles, 500 mL sodium thiosulfate preserved plastic bottles and 200 mL

hydrochloric acid preserved plastic bottles. All groundwater samples were filtered in the field for dissolved

metals analysis. Samples were labelled, placed on ice in an esky and transported under chain of custody

to a NATA Accredited Laboratory for analysis.

3.5 Assessment Criteria

To aid in considering groundwater disposal options, Geo-Logix has assessed groundwater analytical data

against the following criteria:

National Health and Medical Research Council (NHMRC, 2008) Guidelines for Managing Risks in

Recreational Water

The NHMRC has established recreational water assessment criteria as 10 time the Australian Drinking

Water Guidelines for the protection of human health from direct contact and immersion in water. These

guidelines have been adopted as Tier 1 risk based assessment criteria to assess the risk to the public from

onsite reuse of groundwater for irrigation or disposal to stormwater.

Department of Environment and Climate Change (DECC, 2007) Improving the Environmental

Management of New South Wales Golf Courses, Section 2.2 Water quality criteria

The DECC manual for the environmental management of golf courses provides water quality criteria for

assessing the impact of irrigation water salinity and ion content on the health of turf. These guidelines have

been adopted as Tier 1 risk based assessment criteria to assess the salinity risks of reusing groundwater

for onsite irrigation.

Australian and New Zealand Environment and Conservation Council (ANZECC, 2000) Australian

and New Zealand Guidelines for Fresh and Marine Water Quality

Based on the site location and nearest surface water, Geo-Logix has adopted the ANZECC slightly

disturbed freshwater and NSW lowland river trigger values as Tier 1 risk based assessment criteria for the

protection of aquatic environments in assessing the suitability of onsite groundwater for disposal to

stormwater.


4. INVESTIGATION RESULTS

4.1 Site Geology and Hydrogeology

Based on Geo-Logix’s soil borings and review of the previous geotechnical reports completed by Coffey

Geotechnics in 2011 and 2012, onsite geology comprises 0.5 to 2.5 m of fill and residual clay overlying

fractured shale and sandstone bedrock. Groundwater was encountered at approximately 4 mbg during

drilling. During groundwater sampling, groundwater was measured in well MW1, which only slightly

penetrated the water table, at approximately 4 mbg and was measured in MW2, which penetrated further

into the water table, at approximately 3 mbg. Geo-Logix considers that groundwater exists as a confined

aquifer within the fractured bedrock. A profile of the onsite geology, including interpreted excavation and

groundwater elevations, is presented in Figure 3.

Based on the results of Geo-Logix’s rising head test performed in well MW2, hydraulic conductivity (K) of

the fractured sandstone in this location is 0.03407 m/day or approximately 4×10-7 m/s. The hydraulic

conductivity of the shale bedrock, encountered elsewhere onsite, is expected to exhibit a lower hydraulic

conductivity. Locally increased hydraulic conductivity may be encountered in association with fractures in

the bedrock exposed during excavation.

4.2 Laboratory Analytical Results

Groundwater analytical results are summarised in Tables 1 through 7. A Stiff diagram and Piper plot are

provided as graphical representations of the groundwater ion chemistry in Attachment F. Laboratory reports

are presented in Attachment G.

Physical Parameters

The pH of groundwater is neutral with a pH of 7.2. Based on groundwater conductivity of 13,000 µS/cm

and Total Dissolved Solids (TDS) of 7,000 mg/L, onsite groundwater is classed as saline. The groundwater

also has a high hardness value – 1,400 mg/L (Table 1). The measured conductivity exceeds Geo-Logix’s

adopted assessment criteria for reuse of the groundwater for onsite irrigation and disposal to stormwater.

Anions and Cations

Sodium, chloride and the calculated Sodium Adsorption Ratio (SAR) exceed Geo-Logix’s adopted

assessment criteria for reuse of the groundwater for onsite irrigation (Table 2).

Ion balancing indicates a good quality groundwater sample was obtained and the majority of groundwater

ions are accounted for in the tested analytes.

Heavy Metals

Heavy metals, including aluminium (Al), antimony (Sb), arsenic (As), barium (Ba), boron (B), cadmium (Cd),

chromium (Cr), copper (Cu), iron (Fe), lead (Pb), lithium (Li), manganese (Mn), mercury (Hg), nickel (Ni),

selenium (Se), silver (Ag) and zinc (Zn) were not detected at concentrations greater than expected

background levels in the groundwater sample collected from well MW2 (Table 3).

Nutrients

Ammonia was detected at a concentration of 1 mg/L in groundwater from well MW2. Other nutrients,

including nitrogen and phosphorous forms, were not detected at concentrations greater than laboratory

reporting limits in the groundwater sample collected from well MW2 (Table 4).


Microbiological Organisms

Microbiological Organisms, including escherichia coli, faecal streptococci and total coliforms, were not

detected at concentrations greater than laboratory reporting limits in the groundwater sample collected

from well MW2 (Table 5).

Petroleum Hydrocarbons

Low concentrations of long chain Total Recoverable Hydrocarbons (TRH), including 200 µg/L TRH >C16-

C34 and 600 µg/L >C34-C40, were removed by silica gel clean up. Petroleum Hydrocarbons were not

detected at concentrations greater than laboratory reporting limits in the groundwater sample collected

from well MW2 (Table 6).

Polyaromatic Hydrocarbons

Polyaromatic Hydrocarbons were not detected at concentrations greater than laboratory reporting limits in

the groundwater sample collected from well MW2 (Table 7).

5. DISCUSSION

5.1 Excavation and Construction Dewatering

Groundwater was not encountered above the top of rock (30.5 to 32.5 mAHD) either during drilling (28.9

mAHD) or at the stabilised piezometric head elevation (30.0 mAHD). The presence of groundwater is not

expected to significantly affect excavation methods. Geo-Logix expects that excavation may be carried out

by a combination of excavator and ripping of the underlying bedrock.

Following excavation, groundwater inflow may affect construction of the proposed footings and carpark

pavements. As the proposed excavations do not penetrate deeply into the aquifer, the speed and degree

of groundwater inflows are expected to depend greatly on rock fractures encountered during excavation.

Geo-Logix has calculated dewatering volumes using two analytical models:

• Linear trench flow to the excavation perimeter [Q/m trench = K•(H2 – h2)/R0]; and

• A number of wellpoints (n) placed across the excavated area [Q= n•π•K•(H – h)/ln(R0/rw)].

These calculations were performed using variations of the following parameters:

• The measured hydraulic conductivity (K) of 4×10-7 m/s;

• An aquifer head (H) of approximately 10 m;

• An assumed drop of 1.0 to 1.5 m in groundwater elevation (H – h);

• An assumed wellpoint radius (rw) of 0.0625 m; and

• An assumed radius of influence (R0) of 30 m.

Based on these preliminary dewatering calculations and past experience, Geo-Logix expects that total

groundwater inflow would not exceed 10-50 kL/day. Dewatering is expected to be achievable using sump

pumps and French drains placed as conditions may require.


5.2 Groundwater Disposal Options

Onsite Irrigation

Based on the analytical results of groundwater sampled from MW2, reuse of groundwater for onsite

irrigation would be suitable from a human health perspective. However, elevated groundwater salinity might

result in ion toxicity to irrigated turf, resulting in scalding. Onsite desalination would likely be necessary

prior to reuse for irrigation. Geo-Logix would recommend consultation with a turf specialist prior to using

onsite groundwater for irrigation.

Disposal to Stormwater Infrastructure

Council approval would be required prior to the disposal of groundwater to stormwater infrastructure.

Removal of Total Suspended Solids (TSS) and Total Dissolved Solids (TDS) by flocculation and

desalination would likely be required prior to disposal in this manner. Other than salinity, as indicated by

the groundwater conductivity and TDS, water quality is considered suitable for discharge to stormwater.

Disposal to Wastewater Infrastructure

Contaminated groundwater may be disposed to wastewater infrastructure under a trade waste agreement

with Sydney Water. As the onsite groundwater generally contains very low levels of contaminants, Geo-

Logix considers that a trade waste agreement is unlikely to be granted.

Offsite Disposal by Trucking

Onsite groundwater may be disposed offsite as waste by pump truck for disposal to a licensed water

treatment facility. Laboratory analytical results would need to be provided to the waste disposal company.

5.3 Long-term Dewatering

If a drained basement design is adopted, in contrast with a tanked design, and depending on the presence

of vertical rock fractures encountered during excavation and fluctuations in groundwater elevation, long-

term dewatering of the carpark might be required. Volumes may be expected to be lower than those

experienced during construction. As groundwater exists in fractured shale/sandstone and the general

basement elevation is not significantly below the encountered groundwater head elevation (potentiometric

surface), only approximately 0.4 m, long-term dewatering would not be expected to cause significant soil

piping or subsidence under surrounding properties. Geo-Logix would recommend that those areas which

are proposed to be lower than approximately 29.5 mbg, such as elevator shafts, be tanked to prevent

groundwater seepage.

5.4 Recommendations for Further Investigation

Onsite groundwater elevation data is limited to a single measurement. During the course of a year

groundwater elevation may fluctuate in response to changing rainfall and evaporation rates (recharge).

Based on the site location, geology and topography, Geo-Logix’s experience indicates that fluctuations in

groundwater elevation may be expected to be less than 1 m and are likely less than 0.5 m. However,

fluctuations may be atypical due to presence of the sports fields which comprise a large infiltration recharge

area.

In order to gain a better understanding of seasonal groundwater fluctuations, Geo-Logix recommend that,

prior to construction, an in well groundwater elevation sensor be installed in groundwater well MW2 over

the longest duration practical to measure changes in the groundwater elevation over time.


6. LIMITATIONS

This report should be read in full, and no executive summary, conclusion or other section of the report

may be used or relied on in isolation, or taken as representative of the report as a whole. No

responsibility is accepted by Geo-Logix, and any duty of care that may arise but for this statement is

excluded, in relation to any use of any part of this report other than on this basis.

This report has been prepared for the sole benefit of and use by the Client. No other person may rely on

the report for any purpose whatsoever except with Geo-Logix' express written consent. Any duty of care

to third parties that would or may arise in respect of persons other than the Client, but for this statement,

is excluded.

Geo-Logix owns the copyright in this report. No copies of this report are to be made or distributed by any

person without express written consent to do so from Geo-Logix. If the Client provides a copy of this

report to a third party, without Geo-Logix' consent, the Client indemnifies Geo-Logix against all loss,

including without limitation consequential loss, damage and/or liability, howsoever arising, in connection

with any use or reliance by a Third Party.

The works undertaken by Geo-Logix are based solely on the scope of works, as agreed by the Client

(Scope of Works). No other investigations, sampling, monitoring works or reporting will be carried out

other than as expressly provided in the Scope of Works. A COPY OF THE SCOPE OF WORKS IS

AVAILABLE ON REQUEST.

To the extent permitted by law, Geo-Logix makes no warranties or representations as to the:

(a) suitability of the Site for any specific use, or category of use, or

(b) potential statutory requirements for remediation, if any, of the Site,

(c) approvals, if any, that may be needed in respect of any use or category of use, or

(d) level of remediation, if any, that is warranted to render the Site suitable for any specific

use, or category of use, or

(e) level of ongoing monitoring of Site conditions, if any, that is required in respect of any

specific use, or category of use, or

(f) presence, extent or absence of any substance in, on or under the Site,

other than as expressly stated in this report.

The conclusions stated in this report are based solely on the information, Scope of Works, analysis and

data that are stated or expressly referred to in this report.

To the extent that the information and data relied upon to prepare this report has been conveyed to Geo-

Logix by the Client or third parties orally or in the form of documents, Geo-Logix has assumed that the

information and data are completely accurate and has not sought independently to verify the accuracy of

the information or data. Geo-Logix assumes no responsibility or duty of care in respect of any errors or

omissions in the information or data provided to it.

Without limiting the paragraph above, where laboratory tests have been carried out by others on Geo-

Logix' behalf, the tests are reproduced in this report on the assumption that the tests are accurate. Geo-

Logix has not sought independently to verify the accuracy of those tests and assumes no responsibility in

respect of them.


Geo-Logix assumes no responsibility in respect of any changes in the condition of the Site which have

occurred since the time when Geo-Logix gathered data and/or took samples from the Site on its site

inspections dated 13 and 18 April 2017.

Given the nature of asbestos, and the difficulties involved in identifying asbestos fibres, despite the

exercise of all reasonable due care and diligence, thorough investigations may not always reveal its

presence in either buildings or fill. Even if asbestos has been tested for and those tests' results do not

reveal the presence of asbestos at those specific points of sampling, asbestos or asbestos containing

materials may still be present at the Site, particularly if fill has been imported at any time, buildings

constructed prior to 1980 have been demolished on the Site or materials from such buildings have been

disposed of on the Site.

Where the Scope of Works does not include offsite investigations, Geo-Logix provides no warranty as to

offsite conditions, including the extent if any to which substances in the Site may be emanating off site,

and if so whether any adjoining sites have been or may be impacted by contamination originating from

the Site.

Where the Scope of Works does not include the investigation, sampling, monitoring or other testing of

groundwater in, on or under the Site, Geo-Logix provides no warranty or representation as to the quality

of groundwater on the Site or the actual or potential migration of contamination in groundwater across or

off the Site.

Subsurface site conditions are typically heterogeneous, and may change with time. Samples taken from

different points on the Site may not enable inferences to be drawn about the condition of areas of the Site

significantly removed from the sample points, or about the condition of any part of the Site whatsoever, in

particular where the proposed inferences are to be drawn a long time after the date of the report.

Geo-Logix has prepared this report with the diligence, care and skill which a reasonable person would

expect from a reputable environmental consultancy and in accordance with environmental regulatory

authority and industry standards, guidelines and assessment criteria applicable as at the date of this

report. Industry standards and environmental criteria change frequently, and may change at any time

after the date of this report.


7. REFERENCES

ANZECC & ARMECC (2000) Australian and New Zealand Guidelines for Freshwater and Marine Water,

Australia and New Zealand Environment Conservation Council and Agriculture and Resource

Management Council of Australia and New Zealand.

Australian Standard (2005) AS 4482.1-2005 Guide to the investigation and sampling of sites with

potentially contaminated soil. Part 1: Volatile and Semi-volatile compounds. Standards Australia.

Australian Standard (2005) AS 4482.2-1999 Guide to the investigation and sampling of sites with

potentially contaminated soil. Part 2: Volatile substances. Standards Australia.

Coffey Geotechnics (2011) Geotechnical Study, Proposed Concept Development, Australian Catholic

University, Strathfield Campus, NSW, dated: 14 December 2011, reference: GEOTLCOV24279AA-AF.

Coffey Geotechnics (2012) Geotechnical Investigation, Australian Catholic University, Strathfield Campus,

NSW, dated: 5 March 2012, reference: GEOTLCOV24279AB-AC.

DECC (2007) Improving the Environmental Management of New South Wales Golf Courses, Department

of Environment and Climate Change NSW.

Herbert C. (1983) Sydney 1:100 000 Geological Sheet 9130, 1st edition. Geological Survey of New South

Wales, Sydney.

NHMRC (2008) Guidelines for Managing Risks in Recreational Water, National Health and Medical

Research Council.

NHMRC & NRMMC (2011) Australian Drinking Water Guidelines – National Water Management

Strategy, National Health and Medical Research Council and Natural Resource Management Ministerial

Council.

NSW Department of Primary Industries (2016) All Groundwater Map, http://allwaterdata.water.nsw.gov.au/

water.stm. Accessed 10/05/2017.

FIGURES

STRATHFIELDPARK

STRATHFIELDPARK

CHALMERS ROADSCHOOL

CHALMERS ROADSCHOOL

HUDSON PARKPUBLIC GOLF COURSE

HUDSON PARKPUBLIC GOLF COURSE

AUSTRALIANCATHOLIC

UNIVERSITY

AUSTRALIANCATHOLIC

UNIVERSITY

FLEMINGTONMARKETS

FLEMINGTONMARKETS

FRESHWATERPARK

FRESHWATERPARK

HomebushSouth

HomebushSouth

HomebushWest

HomebushWest

StrathfieldWest

StrathfieldWest

HomebushHomebush

StrathfieldSouth

StrathfieldSouth

SITE LOCATION

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Figure 1

Groundwater Impact Assessment

Australian Catholic University, 25A Barker Road,

Strathfield NSW 2135

Project No. 1701029

COPYRIGHTOther than for the sole purpose of work associated with the

Australian Catholic University's Proposed UndergroundCarpark as detailed herein, the use, reproduction and/orpublication of this figure wholly, or in part, whether or not

modified or altered, is strictly prohibited.

0 500m

Site boundary

Parks and reserves

Existing native vegetation/woodland

Main road

Road

Watercourse

Key

Edga

r Stre

et

Edga

r Stre

et

BARKER ROADBARKER ROAD

AustralianCatholic

University

AustralianCatholic

University

MW1MW1 BH102BH102

MW2MW2

BH117BH117

BH101BH101

AA

A’A’

0 40m

Site boundary

Cross section transect

Groundwater monitoring well location (Geo-Logix)

Soil Bore location (Coffey, 2012)

Key

E:\

Pro

jects

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11

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SITE MAP

Figure 2


Australian Catholic University, 25A Barker Road, Strathfield NSW 2135

Project No. 1701029




E:\

Pro

jects

\10

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11

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52

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SECTION A-A’

Figure 3


Australian Catholic University, 25A Barker Road, Strathfield NSW 2135

Project No. 1701029




TABLES


Australian Catholic University,


Table 1 : Summary of Groundwater Analytical Data - Physical Parameters

Project No.: 1701029

Criteria 1 Criteria 2 Criteria 3

NHMRC DECC ANZECC

Sample ID MW2Recreational Turf Irrigation Sl. Disturbed

Date 18/04/2017Water Water Freshwater

Conductivity (at 25°C) in µS/cm 13,000- 750/1,500/3,000¹ 200-300

pH 7.26.5-8.5 - 6.5-8.5

Redox Potential in mV 190- - -

Total Dissolved Solids (TDS) 7,000- - -

Hardness (as CaCO₃ equivalent) 1,400- - -

Page 1 of 1

Notes:

Criteria 1 = NHMRC (2008), Guidelines for Managing Risks in Recreational Water. 1

Criteria 2 = DECC (2007), Improving the Environmental Management of NSW Golf Courses, Section 2.2. 2

Criteria 3 = ANZECC 2000, Ecological trigger values for slightly disturbed freshwater ecosystems and NSW lowland rivers. 3

Total concentrations in mg/L 6

- = assessment criteria not available 8

¹Medium salinity hazard/High salinity hazard/Very high salinity hazard 11

< # or ND = analyte(s) not detected in excess of laboratory reporting limit 93

-- = sample not analysed 94

Bold/red indicates exceedance of assessment criteria 95

201

202




Table 2 : Summary of Groundwater Analytical Data - Anions and Cations



NHMRC DECC ANZECC



Chloride 3,0002,500 106/142/355¹ -

Nitrate (as N) < 0.02- - -

Nitrate (as NO₃) ND 500 - 0.7

Sulfate (as SO₄) 1,0005,000 - -

Bicarbonate Alkalinity (as CaCO₃) 1,000- - -

Bicarbonate Alkalinity (as HCO₃) 1,200- - -

Carbonate Alkalinity (as CaCO₃) < 10- - -

Carbonate Alkalinity (as CO₃) ND - - -

Ammonia (as N) 0.01- - 0.02

Ammonia (as NH3) 0.01- - 0.9

Calcium 37- - -

Magnesium 320- - -

Potassium 23- - -

Sodium 1,600- 69² -

Total Anions & Cations 7,180- - -

Total Dissolved Solids (TDS) 7,000- - -

Ratio of Total Ions/TDS 103% - - -

Page 1 of 2

Notes:






¹Increasing ion toxicity (foliar absorption)/Increasing ion toxicity (root absorption)/Severe ion toxicity (root absorption) 11

²Increasing ion toxicity (foliar absorption) 12

³Increasing ion toxicity/Severe ion toxicity (root absorption)/Medium sodium hazard/High sodium hazard/V. high sodium hazard 13

⁴Low soil permeability hazard/Medium soil permeability hazard/High soil permeability hazard 14




Sodium Adsorption Ratio (SAR) = Na⁺÷((Ca²⁺+Mg²⁺)÷2)¹′², calculated in mEq/L

Residual Sodium Carbonate (RSC) = (CO₃²⁻ + HCO₃⁻) – (Ca⁺+ Mg²⁺), calculated in mEq/L




Table 2 : Summary of Groundwater Analytical Data - Anions and Cations



NHMRC DECC ANZECC



Chloride in mEq/L 84.6- - -

Nitrate in mEq/L ND - - -

Sulfate in mEq/L 20.8- - -

Bicarbonate Alkalinity in mEq/L 20- - -

Carbonate Alkalinity in mEq/L ND - - -

Ammonia in mEq/L 0.001- - -

Calcium in mEq/L 1.85- - -

Magnesium in mEq/L 26.3- - -

Potassium in mEq/L 0.589- - -

Sodium in mEq/L 69.6- - -

Total Anions in mEq/L 125.4- - -

Total Cations in mEq/L 98.3- - -

Percent Difference 12% - - -

Sodium Adsorption Ratio (SAR) 26.2- 3/9/10/18/26³ -

Residual Sodium Carbonate (RSC) -8.15- 0/1.25/2.5⁴ -

Page 2 of 2

Notes:






¹Increasing ion toxicity (foliar absorption)/Increasing ion toxicity (root absorption)/Severe ion toxicity (root absorption) 11

²Increasing ion toxicity (foliar absorption) 12

³Increasing ion toxicity/Severe ion toxicity (root absorption)/Medium sodium hazard/High sodium hazard/V. high sodium hazard 13

⁴Low soil permeability hazard/Medium soil permeability hazard/High soil permeability hazard 14




Sodium Adsorption Ratio (SAR) = Na⁺÷((Ca²⁺+Mg²⁺)÷2)¹′², calculated in mEq/L

Residual Sodium Carbonate (RSC) = (CO₃²⁻ + HCO₃⁻) – (Ca⁺+ Mg²⁺), calculated in mEq/L




Table 3 : Summary of Groundwater Analytical Data - Dissolved Heavy Metals



NHMRC DECC ANZECC



Aluminium < 50- - 55

Antimony < 530 - -

Arsenic 1100 - 13¹

Barium 4020,000 - -

Boron < 5040,000 1,000/2,000² 370

Cadmium < 0.220 - 0.2

Chromium < 1500³ - 1³

Copper < 120,000 - 1.4

Iron < 50- - -

Ferrous Iron - Fe² < 50- - -

Lead < 1100 - 3.4

Lithium 110- - -

Manganese 515,000 - 1,900

Mercury < 0.110 - 0.06

Nickel < 1200 - 11

Selenium < 1100 - 5

Silver < 51,000 - 0.05

Zinc < 5- - 8

Page 1 of 1

Notes:




Total concentrations in µg/L 6


¹Guideline for arsenic (V) used conservatively. 11

²Increasing ion toxicity/Severe ion toxicity 12

³Guideline for chromium (VI) used conservatively. 13







Table 4 : Summary of Groundwater Analytical Data - Nutrients



NHMRC DECC ANZECC



Ammonia (as N) 0.01- - 0.02

Nitrate (as N) < 0.02- - -

Nitrite (as N) < 0.02- - -

Nitrate & Nitrite (as N) ND - - 0.04

Organic Nitrogen (as N) < 0.2- - -

Total Kjeldahl Nitrogen (as N) < 0.2- - -

Total Nitrogen (as N) < 0.2- - 0.35

Total Phosphate (as P) < 0.05- - 0.025¹

Page 1 of 1

Notes:






¹Guideline for total phosphorous used conservatively. 11







Table 5 : Summary of Groundwater Analytical Data - Microbiological Organisms



NHMRC DECC ANZECC



Escherichia coli count < 1ID¹ - -

Faecal streptococci count < 1- - -

Total coliforms count < 1- - -

Page 1 of 1

Notes:




Total concentrations in CFU/100mL 6


¹Currently insufficient data existis with which to develop guideline values 11







Table 6 : Summary of Groundwater Analytical Data - Petroleum Hydrocarbons



NHMRC DECC ANZECC



TRH C < 20- - -

TRH C < 20- - -

< 50- - -

< 50- - -

< 50- - -

200- - -

< 100- - -

600- - -

< 100- - -

Benzene < 110 - 950

Toluene < 18,000 - -

Ethylbenzene < 13,000 - -

m&p-Xylenes < 2- - -

o-Xylene < 1- - 350

Xylenes - Total < 36,000 - -

Naphthalene < 1- - 16

Page 1 of 1

Notes:












Table 7 : Summary of Groundwater Analytical Data - Polyaromatic Hydrocarbons



NHMRC DECC ANZECC



Acenaphthene < 1- - -

Acenaphthylene < 1- - -

Anthracene < 1- - -

Benz(a)anthracene < 1- - -

Benzo(a)pyrene < 1- - -

Benzo(b&j)fluoranthene < 1- - -

Benzo(g.h.i)perylene < 1- - -

Benzo(k)fluoranthene < 1- - -

Chrysene < 1- - -

Dibenz(a.h)anthracene < 1- - -

Fluoranthene < 1- - -

Fluorene < 1- - -

Indeno(1.2.3-cd)pyrene < 1- - -

Naphthalene < 1- - 16

Phenanthrene < 1- - -

Pyrene < 1- - -

Total PAH < 10.1 - -

Page 1 of 1

Notes:









ATTACHMENT A

EXTENTS OF SITE BOUNDARY

EXTENT OF BUILDING WORKS

AREA NOT FORMING PART OF DEVELOPMENT APPLICATION WORKS SHADED GREY

DESIGNATED ST PATRICKS PARKING

EXISTING BUILDINGS OVER SHOWN DASHED

KEY

EXISITNG TREE TO BE REMOVED SHOWN DASHED

EXISITNG TREE TO BE RETAINED

MAIN BUS STOPBUS 407

SITE ANALYSIS

PRIMARY ROADS CONNECTING CAMPUS

407PRIMARY BUS ROUTE STRATHFIELD STATION

RESIDENTIAL DEVELOPMENT NO HIGHER THEN 2 STOREYS AJACENT SITE

1479

10BO

UN

DAR

Y

BOUNDARY

BOUN

DARY

BOUN

DARY

BOUN

DARY

333°

58'

55'

'BO

UN

DAR

Y33

3° 5

8' 5

5''

333°

57'

51'

'33

9° 1

1'BO

UN

DAR

Y

BOUNDARY 64° 35' 05"

E D G A R S T R E E T

B A R K E R S T R E E T

B

B

B

G-02

CFC 8mmCLADDING ON 35 TOPHATS

FR 120/120/120REINFORSED 190 CONCBLOCKWORK TED

WATER PUMP ROOM

G-062100

TOP O

F BAN

K

E

E

E

AA

E

E

AA

RA

TOP OF BANK


Probable water tank location

DEAD BALL LINE

NEWGATES

EXISTING BRICK RETAINING WALL

GRATED DRAIN

NEW RETAINING WALL

PUMP ROOM

CONSTRUCT NEW BRICK RETAINING WALL TO MATCH EXISTING

nominated architectsian brewster reg 5561larry melocco reg 5481andrew hjorth reg 5413

ISSUE DATE REVISION

rev

drawn

DO NOT SCALE FROM DRAWING. USE FIGURED DIMENSIONS ONLY. CHECK ALL DIMENSIONS ON SITE BEFORE ANY MANUFACTURE OR CONSTRUCTION

Site Plan

Issued for information 13/10/16A

brewster architects

first floor4-14 foster st, surry hills nsw 2010t: 02 8231 7100 www:brewsterhjorth.com.au

checked:scaleproject # print date

Other

MCT

© Copyright of Brewster Hjorth Pty Limited. ACN 002 513 153. All rights reserved. Figured dimensions shall be taken in preference to scaling. The Contractor shall check all dimensions on site before commencing work. Brewster Hjorth Architects is a division of Brewster Hjorth Pty Limited.

ACU Strathfield Campus25A Barker Road, Strathfield

21524 3 Feb 20161:500 @ B1

LM

A

hjorth

A10

NORT

H


W I L S

O N

S T R E

E T


407

BARKER ROAD

ST PATRICK'S COLLEGE

ACU CAMPUS

EXISTINGWESTERNCAR PARK

EXISTINGEASTERNCAR PARK

EXISTINGSTAFFCAR

PARK

PLAYING FIELD

PLAYING FIELD

UNDERGROUND CARPARKEDGAR STREET ENTRY(ST PATRIK'S COLLEGE ONLY)

(CARPARK BELOW)

LIFT &STAIR

UNDERGROUND CARPARKMAIN ENTRY

PLAYING FIELD

BOU

ND

ARY

SITE BOUNDARY

ENTRY GATES AND PUMP ROOM

BOUNDARY

EXTENT OF EXISTING CARPARK TO BE REINSTATED AFTER OSD WORKS

BOUNDARY

ENTRY / EXIT

STAIR

SERVICEENTRY / EXIT


ISSUE DATE REVISION

rev

drawn


Demolition & Excavation Plan

ISSUED FOR DA21/11/16A

brewster architects



Other

MCT


ACU Strathfield Campus25A Barker Road, Strathfield

21524 3 Feb 20161:500 @ B1

LM

A

hjorth

A11

1479

10BO

UN

DAR

Y

BOUNDARY

BOUN

DARY

BOUN

DARY

BOUN

DARY

333°

58'

55'

'BO

UN

DAR

Y33

3° 5

8' 5

5''

333°

57'

51'

'33

9° 1

1'BO

UN

DAR

Y

BOUNDARY 64° 35' 05"



B

B

B

G-02

CFC 8mmCLADDING ON 35 TOPHATS

FR 120/120/120REINFORSED 190 CONCBLOCKWORK TED

WATER PUMP ROOM

G-062100

BARKER ROAD

ST PATRICK'S COLLEGE

EXISTINGWESTERNCAR PARK

PLAYING FIELD

BOU

ND

ARY

BOUNDARY

BOUNDARY

EXCAVATED ZONE FOR OSD TANK

EXTENT OF EXISTING CARPARK TO BE DEMOLISHED

EXISTING GATE, CROSSOVER AND PATH TO BE REPLACED AND MADE GOOD TO EXISTING

EXISTING PATH TO BE REPLACED BY CROSSOVER AND MADE GOOD TO EXISTING

1 2 3 4 5 6 7 8 9 10

A

B

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EXISTING CROSSOVER AND PATH TO BE REPLACED AND MADE GOOD TO EXISTING

EXCAVATION AREA SHOWN HATCHEDAREA TO BE DEMOLISHED SHOWN GREY

KEY

NORT

H

DEMOLITION + EXCAVATION PLAN1:500

01A11

CFC

BASEMENT LEVELRL 29.800

PLAYING FIELD RIDGE LEVELRL 33.350

A B C D E F G H I J K L M

SECTION 01Scale: 1:200

03DA30

BO

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DA

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REFER TO SECTION 01 / A30 FOR PART SECTION REFER TO SECTION 02 / A30 FOR PART SECTION

BO

UN

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ISSUE DATE REVISION

rev

drawn


Typical Sections - Overall

ISSUED FOR DA21.11.16A

brewster architects



Other

MCT


ACU Strathfield Campus

21524 4 FEB 20161:200 @ B1

LM

A

hjorth

A30

TOP O

F BAN

K

A

A

A

E

E

E

AA

E

E

AA

RA

AAA



DEAD BALL LINE

1 2 3 4 5 6 7 8 9 10

A

B

C

D

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F

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1

7800 7800 78007800780078007000 7800 7800 78007800780078007000

1100

7800 7800 78007800780078007000

A B C D E F G H



A B C D E F G H

RL 33.350

EXSITING BUILDING ST PATRICKS COLLEGE

CONCRETE SLABTO ENG'S DETAILS

RC SLAB + FOOTINGSTO ENG'S DETAILS

SAFETY RAIL

ST PATRICKS COLLEGE CHANGE ROOMSFIRE

HYDRANT

BOU

ND

ARY

CONCRETE COLUMNS

POSTS R/C TO ENGINEERS DETAILS

GRAVEL BACKFILL + SUBSOIL DRAIN

TEMP BATTER

BO

UN

DA

RY

REF

ER 0

2/A

30 F

OR

CO

NTI

NU

ATI

ON

EXTENT OF PLAYING FIELD OVER CARPARK

EXTENT OF EXISTING CHANGE ROOM BEYOND

CFC

7800 7800 7800 7800 7000 53537800 7800 7800 7800 7000 53537800 7800 7800 7800 7000 5353

H I J K L M

CFC

H I J K L M


PLAYING FIELD ON CONCRETE SLAB

CONCRETE COLUMNS

FOR UPGRADE WORKSSEE A.00

EXISTING STORAGE BUILDING BEHINDNEW LIFT & STAIR

NEW LANDSCAPE STAIRS


MECHANICAL PLENUM



REF

ER 0

1/A

30 F

OR

CO

NTI

NU

ATI

ON

EXTENT OF PLAYING FIELD OVER CARPARK LEFT & STAIR ACCESS TO CARPARK SOUTH

02A52

SECTION 01-PART 1Scale: Actual Size

01A30

SECTION 01 PART 2SCALE 1:100

02A30





SECTION 02- PART 2SCALE 1:100

02A31

SECTION 02- PART 2SCALE 1:100

01A31


ISSUE DATE REVISION

rev

drawn


Typical Sections 1


brewster architects



Other

MCT



21524 4 FEB 20161:200 @ B1

LM

A

hjorth

A31

GENERAL NOTES:1.

2.

3.

4.

5.

6.

7.

8.

REFER TO STRUCTURAL ENGINEER'S DRAWINGS FOR DETAILS OF FOOTINGS, SLABS, STAIR AND RAMP DETAILS, AND ALL OTHER STRUCTURAL DETAILS.

REFER TO CIVIL ENGINEER'S DRAWINGS AND LANDSCAPE DRAWINGS, FOR ROADWORKS, FINISHES, SETOUTS AND ROAD DETAILS, PAVED AREAS AND FINISHED EXTERNAL LEVELS.

REFER TO LANDSCAPE ARCHITECT'S DRAWINGS FOR ALL LANDSCAPE WORKS, SETOUT OF FOOTPATHS, PAVED AREAS, FINISHED PAVING LEVELS AND TREES.

REFER TO CIVIL ENGINEER'S DRAWINGS AND LANDSCAPE ARCHITECT DRAWINGS FOR DETAILS AND SURFACE FINISH OF BITUMEN AND CONCRETE PAVED ROADWORKS.

REFER TO LANDSCAPE ARCHITECT'S DRAWINGS AND SPECIFICATION FOR DETAILS OF PROTECTION TO EXISTING TREES TO BE RETAINED.

REFER TO HYDRAULIC ENGINEER'S DRAWINGSAND SPECIFICATION FOR ALL HYDRAULIC DETAILS.

REFER TO CIVIL AND HYDRAULIC ENGINEER'S DRAWINGS FOR ALL STORMWATER AND DRAINAGE DETAILS.

REFER TO ELECTRICAL ENGINEER'S DRAWINGS AND SPECIFICATION FOR ALL DETAILS OF EXTERNAL LIGHTING AND POWER.



1 2 3 4 5 6 78200 8400 8200 8400 8200 8400

CONCRETE RC SLABTO ENG'S DETAILS

BO

UN

DA

RY

NATURAL GROUND LINE33.35

33.00

CONCRETE COLUMNS


ROLLER GRILLES

REF

ER 0

2/A

31 F

OR

CO

NTI

NU

ATI

ON

EDGAR STREET ENTRY/ EXIT

EXTENT OF PLAYING FIELD

ST PATRICKS COLLEGE DEDICATED CARPARK ST PATRICKS COLLEGELIBRARY

7 8 9 1098209 8392 8200

STAIR 2

EXISTING CHANGING ROOM BEHIND

REF

ER 0

1/A

31 F

OR

CO

NTI

NU

ATI

ON

From

260

0 to

325

0

EXTENT OF PLAYING

ST PATRICKS COLLEAGE BUILDING

33.20




1 2 3 4 5 6 7 9 108


03DA31

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TOP O

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A

E

E

E

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AAA



DEAD BALL LINE

1 2 3 4 5 6 7 8 9 10

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B

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F

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8 109

2

SECTION 03 - PART 2SCALE 1:100

02A32

SECTION 03 - PART 1SCALE 1:100

01A32


ISSUE DATE REVISION

rev

drawn


Typical Sections 2


brewster architects



Other

MCT



21524 4 FEB 20161:200 @ B1

LM

A

hjorth

A32

GENERAL NOTES:1.

2.

3.

4.

5.

6.

7.

8.

REFER TO STRUCTURAL ENGINEER'S DRAWINGS FOR DETAILS OF FOOTINGS, SLABS, STAIR AND RAMP DETAILS, AND ALL OTHER STRUCTURAL DETAILS.

REFER TO CIVIL ENGINEER'S DRAWINGS AND LANDSCAPE DRAWINGS, FOR ROADWORKS, FINISHES, SETOUTS AND ROAD DETAILS, PAVED AREAS AND FINISHED EXTERNAL LEVELS.

REFER TO LANDSCAPE ARCHITECT'S DRAWINGS FOR ALL LANDSCAPE WORKS, SETOUT OF FOOTPATHS, PAVED AREAS, FINISHED PAVING LEVELS AND TREES.

REFER TO CIVIL ENGINEER'S DRAWINGS AND LANDSCAPE ARCHITECT DRAWINGS FOR DETAILS AND SURFACE FINISH OF BITUMEN AND CONCRETE PAVED ROADWORKS.

REFER TO LANDSCAPE ARCHITECT'S DRAWINGS AND SPECIFICATION FOR DETAILS OF PROTECTION TO EXISTING TREES TO BE RETAINED.

REFER TO HYDRAULIC ENGINEER'S DRAWINGSAND SPECIFICATION FOR ALL HYDRAULIC DETAILS.

REFER TO CIVIL AND HYDRAULIC ENGINEER'S DRAWINGS FOR ALL STORMWATER AND DRAINAGE DETAILS.

REFER TO ELECTRICAL ENGINEER'S DRAWINGS AND SPECIFICATION FOR ALL DETAILS OF EXTERNAL LIGHTING AND POWER.



BASEMENT LEVELRL 29.800BASEMENT LEVELRL 29.800BASEMENT LEVELRL 29.800

345678910

CONCRETE COLUMNS


RL 33.00

RL 34.70

ALUMINIUM LOURVES TO EXHAUST SHAFT

TOP OF BANK

EXISTING DEMOUNTABLE

EXISTING STORAGE BUILDING

EARTH MOUND TO BE REMOVED

BANK

LOW LEVEL POLE AREA LIGHT

NEW LIFT & STAIR

NEW LANDSCAPE STAIRS

3500


MECHANICAL PLENUM

REF

ER 0

2/A

32 F

OR

CO

NTI

NU

ATI

ON

01A52

LIFT & ACCESSS TO CARPARK SOUTH

EXTENT OF PLAYING FIELD

RL 33.10

2


123

BOU

ND

ARY

ENTRYEXIT

'ATLANTIS' DRAINAGE CELLTO TOP OF SLOPED RC ROOF

LOW LEVEL POLE AREA LIGHT TO BE REMOVED

ROLLER GRILLES

REF

ER 0

1/A

32 F

OR

CO

NTI

NU

ATI

ON

MECHANICAL PLENUM

EXTENT OF PLAYING FIELD OVER CARPARK

RL 32.90

E FD E FD

RL 33.00FOOTPATH

ST PATRICKS COLLEGE CHANGE ROOMS

ST PATRICKS COLLEGE BUILDING

BOU

ND

ARY

CONCRETE COLUMNS

EXISTING CHANGING ROOM EXTENT OF PLAYING FIELD OVER CARPARK

NORTHERN STAIR

SECTION 04SCALE 1:100

03A32





1234567910 8

BO

UN

DA

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04DA32





BASEMENT LEVELRL 29.800BASEMENT LEVELRL 29.800BASEMENT LEVELRL 29.800



TOP O

F BAN

K

A

A

A

E

E

E

AA

E

E

AA

RA

AAA



DEAD BALL LINE

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G

H

I

J

K

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M

8

D

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F

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1

2

3 A

8 109

4

3

ATTACHMENT B

ATTACHMENT C

No odour. No staining.




V-Bit refusal at 2.5m



Sol

id F

light

Aug

er

TOPSOIL.

FILL - light brown (5YR 5/6), 80% clay, 20% sand, medium plasticity, firm.

CLAY, trace Sand - dark yellowish orange (10YR 6/6), 90% clay, 10% sand,medium plasticity, firm.

CLAY, trace Sand & Gravel - moderate reddish orange (10R 6/6), 85% clay,10% sand, 5% gravel, low plasticity, firm.

SHALE - sampled as CLAY with Sand, trace Gravel, dusky yellowish brown(10YR 2/2), 60% clay, 30% sand, 10% gravel, low plasticity, low strength.

SHALE - sampled as CLAY with Sand, moderate brown (5YR 4/4), 70%clay, 30% sand, low plasticity, low strength.

End of Hole at 4.50 mTarget depth.

Gat

icG

rout

Ben

toni

teS

and

Pac

kS

cree

nC

ave-

in

CL

CL

moist

moist

damp

damp

damp

moist

Wat

er L

evel

Additional CommentsAbbreviationsGroundwater encountered at 4.1mbgl during drilling.Groundwater level at 4.026mbtoc 18/4/2017.Standard Penetration Test

Stabilised Groundwater

Zero

Hydrocarbon Odour Sample TypeD SPTH High Disturbed

ContinuousCR Representative

Low BulkB PPUndisturbedMedium U DCPM Dynamic Cone Penetrometer

Pocket Penetrometer

Encountered Groundwater

LZ

Strength Testing

Observations / Comments

Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Client:

Log Drawn By:

25A Barker Road, Strathfield NSW

Solid Flight Auger (Truck Mounted Geoprobe)

4.50 m

Contractor:

Date:

13/04/2017

13/04/2017

Laurie White

[email protected]

Logged By:

1701029


Method:

Contact:

Warriewood NSW 2102

Geo-Logix Pty LtdBuilding Q2, Level 3

www.geo-logix.com.au

Unit 2309 / 4 Daydream Street

10/05/2017

1 of 1

Monitoring Well Log

Project Name:

13/04/2017

MW1


Location / Site:

Terratest Pty Ltd

Date:

Aidan McKenzie

Ted LillyChecked By:

Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.M

etho

d

GL

LOG

2 S

TR

AT

HF

IELD

170

1029

.GP

J G

L.G

DT

11/

5/17

9:3

4:07

AM

Material Description

Gra

phic

Log

Wel

l Con

stru

ctio

n

US

CS

Sym

bol

Moi

stur

e

0.050

0.600

1.800

2.500

4.000

Fill

Nat

ural

Mat

eria

l Typ

e

0.50

1.00

1.20

Wel

l Det

ails



V-Bit refusal at 0.5m.


Resistance at 3.5m.Hard band from 3.5 to3.9m.


Sol

id F

light

Aug

er

TOPSOIL.

CLAY with Sand - greyish orange pink (5YR 7/2), 80% clay, 20% sand,medium plasticity, firm.

SANDSTONE - sampled as Clayey SAND, dark yellowish orange (10YR6/6), to moderate orange pink (10R 7/4), 40% clay, 60% sand, mediumstrength.

SANDSTONE - sampled as Clayey SAND, light brown (5YR 6/4), 40% clay,60% sand, medium strength.

End of Hole at 6.50 mTarget depth.

Gat

icG

rout

Ben

toni

teS

and

Pac

kS

cree

n

CL

moist

damp

damp

wet

wet

Wat

er L

evel

Additional CommentsAbbreviationsGroundwater encountered at 4mbgl during drilling.Groundwater level at 3.392mbtoc after drilling.Groundwater level at 3.032mbtoc on 18/4/2017.

Standard Penetration Test

Stabilised Groundwater

Zero

Hydrocarbon Odour Sample TypeD SPTH High Disturbed

ContinuousCR Representative

Low BulkB PPUndisturbedMedium U DCPM Dynamic Cone Penetrometer

Pocket Penetrometer

Encountered Groundwater

LZ

Strength Testing

Observations / Comments

Dep

th (

mB

GL)

1

2

3

4

5

6

7

Client:

Log Drawn By:

25A Barker Road, Strathfield NSW

Solid Flight Auger (Truck Mounted Geoprobe)

6.50 m

Contractor:

Date:

13/04/2017

13/04/2017

Laurie White

[email protected]

Logged By:

1701029


Method:

Contact:

Warriewood NSW 2102

Geo-Logix Pty LtdBuilding Q2, Level 3

www.geo-logix.com.au

Unit 2309 / 4 Daydream Street

10/05/2017

1 of 1

Monitoring Well Log

Project Name:

13/04/2017

MW2


Location / Site:

Terratest Pty Ltd

Date:

Aidan McKenzie

Ted LillyChecked By:

Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.M

etho

d

GL

LOG

2 S

TR

AT

HF

IELD

170

1029

.GP

J G

L.G

DT

11/

5/17

9:3

4:19

AM

Material Description

Gra

phic

Log

Wel

l Con

stru

ctio

n

US

CS

Sym

bol

Moi

stur

e

0.050

0.600

5.500

Nat

ural

Mat

eria

l Typ

e

1.00

1.50

2.00

Wel

l Det

ails

ATTACHMENT D

0. 6. 12. 18. 24. 30.0.1

1.

10.

Time (min)

Dis

plac

emen

t (m

)

Rising Head TestPrepared By:

Geo-Logix

Prepared For:

Australian Catholic UniversityProject:

1701029 Groundwater Assessment

Location:

25A Barker Rd, Strathfield NSWSOLUTION

Aquifer Model: UnconfinedSolution Method: Bouwer-Rice

K = 0.03407 m/dayy0 = 0.8706 m

AQUIFER DATA

Saturated Thickness: 6.4 mAnisotropy Ratio (Kz/Kr): 0.1

WELL DATA (MW2)

Initial Displacement: 1.288 mStatic Water Column Height: 3.4 mTotal Well Penetration Depth: 3.4 mScreen Length: 3.4 mCasing Radius: 0.025 mWell Radius: 0.0625 m

ATTACHMENT E

ATTACHMENT F

Ca2+

CATIONS

Mg2+ Na + + K + CO

32- +

HCO 3

-

SO4 2-

Cl-

ANIONS

SO4

2- + Cl

- Ca 2+ + Mg 2+

PIPER PLOTGROUNDWATER IMPACT ASSESSMENT

AUSTRALIAN CATHOLIC UNIVERSITY25A BARKER STREET, STRATHFIELD NSW 2135

MW2LEGEND

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��

��

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�"#��$%&'�

STIFF DIAGRAM GROUNDWATER IMPACT ASSESSMENT

AUSTRALIAN CATHOLIC UNIVERSITY25A BARKER STREET, STRATHFIELD NSW 2135

ATTACHMENT G

Certificate of Analysis

Geo-Logix P/L

Bld Q2 Level 3, 2309/4 Daydream St

Warriewood

NSW 2102

Attention: Ted Lilly

Report 542858-W-V2

Project name STRATHFIELD

Project ID 1701029

Received Date Apr 19, 2017

Client Sample ID MW2

Sample Matrix Water

Eurofins | mgt Sample No. S17-Ap15073

Date Sampled Apr 18, 2017

Test/Reference LOR Unit

Total Recoverable Hydrocarbons - 1999 NEPM Fractions

TRH C6-C9 0.02 mg/L < 0.02

TRH C10-C14 0.05 mg/L < 0.05

TRH C15-C28 0.1 mg/L < 0.1

TRH C29-C36 0.1 mg/L 0.3

TRH C10-36 (Total) 0.1 mg/L 0.3

BTEX

Benzene 0.001 mg/L < 0.001

Toluene 0.001 mg/L < 0.001

Ethylbenzene 0.001 mg/L < 0.001

m&p-Xylenes 0.002 mg/L < 0.002

o-Xylene 0.001 mg/L < 0.001

Xylenes - Total 0.003 mg/L < 0.003

4-Bromofluorobenzene (surr.) 1 % 92


NaphthaleneN02 0.01 mg/L < 0.01

TRH >C10-C16 less Naphthalene (F2)N01 0.05 mg/L < 0.05

TRH C6-C10 0.02 mg/L < 0.02

TRH C6-C10 less BTEX (F1)N04 0.02 mg/L < 0.02

Polycyclic Aromatic Hydrocarbons

Acenaphthene 0.001 mg/L < 0.001

Acenaphthylene 0.001 mg/L < 0.001

Anthracene 0.001 mg/L < 0.001

Benz(a)anthracene 0.001 mg/L < 0.001

Benzo(a)pyrene 0.001 mg/L < 0.001

Benzo(b&j)fluorantheneN07 0.001 mg/L < 0.001

Benzo(g.h.i)perylene 0.001 mg/L < 0.001

Benzo(k)fluoranthene 0.001 mg/L < 0.001

Chrysene 0.001 mg/L < 0.001

Dibenz(a.h)anthracene 0.001 mg/L < 0.001

Fluoranthene 0.001 mg/L < 0.001

Fluorene 0.001 mg/L < 0.001

Indeno(1.2.3-cd)pyrene 0.001 mg/L < 0.001

Naphthalene 0.001 mg/L < 0.001

Phenanthrene 0.001 mg/L < 0.001

Pyrene 0.001 mg/L < 0.001

First Reported: May 01, 2017

Date Reported: May 02, 2017

Eurofins | mgt Unit F3, Building F, 16 Mars Road, Lane Cove West, NSW, Australia, 2066

ABN : 50 005 085 521 Telephone: +61 2 9900 8400

Page 1 of 14

Report Number: 542858-W-V2

NATA AccreditedAccreditation Number 1261Site Number 18217

Accredited for compliance with ISO/IEC 17025 – TestingThe results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.


Sample Matrix Water




Polycyclic Aromatic Hydrocarbons

Total PAH* 0.001 mg/L < 0.001

2-Fluorobiphenyl (surr.) 1 % 89

p-Terphenyl-d14 (surr.) 1 % 126


TRH >C10-C16 0.05 mg/L < 0.05

TRH >C16-C34 0.1 mg/L 0.2

TRH >C34-C40 0.1 mg/L 0.6

Ammonia (as N) 0.01 mg/L 0.01

Chloride 1 mg/L 3000

Conductivity (at 25°C) 1 uS/cm 13000

Ferrous Iron - Fe2+ 0.05 mg/L < 0.05

Nitrate & Nitrite (as N) 0.05 mg/L < 0.05

Nitrate (as N) 0.02 mg/L < 0.02

Nitrite (as N) 0.02 mg/L < 0.02

Organic Nitrogen (as N) 0.2 mg/L < 0.2

pH 0.1 pH Units 7.2

Phosphate total (as P) 0.05 mg/L < 0.05

Redox Potential mV 1 mV 190

Sulphate (as SO4) 5 mg/L 1000

Total Dissolved Solids 10 mg/L 7000

Total Kjeldahl Nitrogen (as N) 0.2 mg/L < 0.2

Total Nitrogen (as N) 0.2 mg/L < 0.2

Alkalinity (speciated)

Bicarbonate Alkalinity (as CaCO3) 20 mg/L 1000

Carbonate Alkalinity (as CaCO3) 10 mg/L < 10

Heavy Metals

Aluminium (filtered) 0.05 mg/L < 0.05

Antimony (filtered) 0.005 mg/L < 0.005

Arsenic (filtered) 0.001 mg/L 0.001

Barium (filtered) 0.02 mg/L 0.04

Boron (filtered) 0.05 mg/L < 0.05

Cadmium (filtered) 0.0002 mg/L < 0.0002

Chromium (filtered) 0.001 mg/L < 0.001

Copper (filtered) 0.001 mg/L < 0.001

Iron (filtered) 0.05 mg/L < 0.05

Lead (filtered) 0.001 mg/L < 0.001

Lithium (filtered) 0.01 mg/L 0.11

Manganese (filtered) 0.005 mg/L 0.051

Mercury (filtered) 0.0001 mg/L < 0.0001

Nickel (filtered) 0.001 mg/L < 0.001

Selenium (filtered) 0.001 mg/L < 0.001

Silver (filtered) 0.005 mg/L < 0.005

Zinc (filtered) 0.005 mg/L < 0.005

Alkali Metals

Calcium 0.5 mg/L 37

Magnesium 0.5 mg/L 320

Potassium 0.5 mg/L 23

Sodium 0.5 mg/L 1600




ABN : 50 005 085 521 Telephone: +61 2 9900 8400

Page 2 of 14



Sample Matrix Water




Hardness Set

Hardness mg equivalent CaCO3/L 5 mg/L 1400

Coliforms 1 cfu/100mL see attached

E.Coli 1 MPN/100mL see attached




ABN : 50 005 085 521 Telephone: +61 2 9900 8400

Page 3 of 14


Sample HistoryWhere samples are submitted/analysed over several days, the last date of extraction and analysis is reported.A recent review of our LIMS has resulted in the correction or clarification of some method identifications. Due to this, some of the method reference information on reports has changed. However,no substantive change has been made to our laboratory methods, and as such there is no change in the validity of current or previous results (regarding both quality and NATA accreditation).

If the date and time of sampling are not provided, the Laboratory will not be responsible for compromised results should testing be performed outside the recommended holding time.

Description Testing Site Extracted Holding Time

Eurofins | mgt Suite B4

Total Recoverable Hydrocarbons - 1999 NEPM Fractions Sydney Apr 26, 2017 7 Day

- Method: TRH C6-C36 - LTM-ORG-2010

BTEX Sydney Apr 19, 2017 14 Day




Polycyclic Aromatic Hydrocarbons Sydney Apr 26, 2017 7 Day

- Method: E007 Polyaromatic Hydrocarbons (PAH)



Eurofins | mgt Suite B11B

Ammonia (as N) Melbourne Apr 20, 2017 28 Day

- Method: APHA 4500-NH3 Ammonia Nitrogen by FIA

Chloride Melbourne Apr 20, 2017 28 Day

- Method: LTM-INO-4090 Chloride by Discrete Analyser

Conductivity (at 25°C) Melbourne Apr 20, 2017 28 Day

- Method: LTM-INO-4030

Nitrate (as N) Melbourne Apr 20, 2017 7 Day

- Method: APHA 4500-NO3 Nitrate Nitrogen by FIA

Sulphate (as SO4) Melbourne Apr 20, 2017 28 Day

- Method: LTM-INO-4110 Sulfate by Discrete Analyser

Total Dissolved Solids Melbourne Apr 20, 2017 7 Day

- Method: LM-LTM-INO-4110 (Total Dissolved Solids @ 178°C - 182°C)

Alkalinity (speciated) Melbourne Apr 20, 2017 14 Day

- Method: APHA 2320 Alkalinity by Titration

Alkali Metals Melbourne Apr 20, 2017 180 Day

- Method: USEPA 6010 Alkali Metals

Ferrous Iron - Fe2+ Melbourne Apr 24, 2017 7 Days

- Method: LTM-INO-4190 Ferrous Iron in Water by Discrete Analyser

pH Melbourne Apr 20, 2017 0 Hours

- Method: LTM-GEN-7090 pH in water by ISE

Phosphate total (as P) Melbourne Apr 20, 2017 28 Day

- Method: APHA 4500-P E. Phosphorous

Redox Potential mV Melbourne Apr 21, 2017 5 Day

- Method: APHA 2580B Redox Potential

Heavy Metals (filtered) Sydney Apr 28, 2017 180 Day

- Method: LTM-MET-3040 Metals in Waters by ICP-MS

Mercury (filtered) Sydney Apr 19, 2017 28 Day

- Method: LTM-MET-3050 Mercury by FIMS

Hardness Set

Calcium Melbourne Apr 20, 2017 180 Day

- Method: LTM-MET-3010 Alkali Metals, S, Si and P by ICP-AES

Magnesium Melbourne Apr 20, 2017 180 Day

- Method: LTM-MET-3010 Alkali Metals, S, Si and P by ICP-AES

Hardness mg equivalent CaCO3/L Melbourne Apr 20, 2017 28 Day

- Method: APHA 2340B Hardness by Calculation

Coliforms Sydney Apr 19, 2017 0 Day

Nitrogens (speciated)

Nitrate & Nitrite (as N) Melbourne Apr 20, 2017 28 Day




ABN : 50 005 085 521 Telephone: +61 2 9900 8400

Page 4 of 14


Description Testing Site Extracted Holding Time

- Method: APHA 4500-NO3/NO2 Nitrate-Nitrite Nitrogen by FIA

Nitrite (as N) Melbourne Apr 20, 2017 2 Day

- Method: APHA 4500-NO2 Nitrite Nitrogen by FIA

Organic Nitrogen (as N) Melbourne Apr 19, 2017 7 Day

- Method: APHA 4500 Organic Nitrogen (N)

Total Kjeldahl Nitrogen (as N) Melbourne Apr 20, 2017 7 Day

- Method: APHA 4500 TKN




ABN : 50 005 085 521 Telephone: +61 2 9900 8400

Page 5 of 14


.Company Name: Geo-Logix P/L Order No.: Received: Apr 19, 2017 11:48 AMAddress: Bld Q2 Level 3, 2309/4 Daydream St Report #: 542858 Due: Apr 27, 2017

Warriewood Phone: 02 9979 1722 Priority: 5 DayNSW 2102 Fax: 02 9979 1222 Contact Name: Ted Lilly

Project Name: STRATHFIELDProject ID: 1701029

Eurofins | mgt Analytical Services Manager : Nibha Vaidya

Sample Detail

Alum

inium (filtered)

Antim

ony (filtered)

Arsenic (filtered)

Barium

(filtered)

Boron (filtered)

Cadm

ium (filtered)

Chrom

ium (filtered)

groundwater impact assessment · in australia, edition 3 (nudlc, 2012). geo-logix converted soil...

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