Post on 12-Apr-2022
Preliminarry Geote
PLATIN
echnical
175 Cleve
NUM RESTA
Investig
eland Stre
Repo
AURANT G
gation R
eet, Redfer
ort No. E22
18 Marc
GROUP
Report
n, NSW
434 GA
ch 2015
EnCon
Report DPreliminary
175 Clevela
EI Report No
Date:
Copies
1 Soft Copy
1 Original (S
Author:
Rachael ProEngineering
Revision
GA
© Environmental
This report is proprior written perm
vironmental Intamination | R
Distributioy Geotechnic
nd Street, R
o.
y (PDF – Secu
Saved to Digita
osser Geologist
Details
Original
l Investigations A
otected by copyrimission by EI.
nvestigationsRemediation | G
on cal Investiga
Redfern, NSW
E22434 GA
18 March 20
ured, issued by
al Archives)
Australia Pty Ltd 2
ight law and may
s Australia eotechnical
ation Report
W
015
y email)
2015 T/A Environ
y only be reprodu
t
Recipien
Coco SimPlatinum c/- JPR ALevel 4, 5EAST SY
EnvironmSuite 6.0PYRMON
Techn
Alan MSenior
Date
18 Mar
nmental Investiga
uced, in electroni
nt
monian Restaurant G
Architects Pty 50 Stanley StrYDNEY NSW
mental Investig1, 55 Miller St
NT NSW 200
nical Reviewe
Morrow r Geotechnica
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ations (EI)
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Preliminary Geot175 Cleveland SReport No. E224
P a g e | i
EnCon
1 INTRO1.1 BA
1.2 PR
1.3 INV
1.4 SC
1.5 INV
2 SITE D2.1 SIT
2.2 LO
2.3 RE
3 INVES3.1 ST
3.2 GR
3.3 LAB
4 PREL4.1 EX
4.2 BA
4.3 FO
4.4 CO
5 CONC6 RECO7 STAT8 REFE9 ABBRTABLES
Table 2-1 S
Table 2-2 S
Table 2-3 T
Table 3-1 S
Table 3-2 S
Table 3-3 S
Table 4-1 P
Table 4-2 R
FIGURES
1 Site L2 Bore
APPENDICES A BoreB GeotC Impo
technical InvestigStreet, Redfern, N434 GA, 18 March
vironmental Intamination | R
ODUCTION ...ACKGROUND ....ROPOSED DEVE
VESTIGATION OCOPE OF WORK
VESTIGATION CDESCRIPTIOTE DESCRIPTIO
CAL LAND USE
EGIONAL SETTIN
STIGATION RRATIGRAPHY ..
ROUNDWATER OBORATORY TES
LIMINARY GECAVATION RET
ASEMENT EXCA
OUNDATIONS ...ONSTRUCTION CCLUSIONS ....OMMENDATIOEMENT OF L
ERENCES ......REVIATIONS .
Summary of S
Summary of Lo
Topographic, G
Summary of In
Summary of G
Summary of La
Preliminary Ge
Recommended
Locality Plan hole Location P
hole Logs and technical Laborortant Informatio
gation NSW h 2015
nvestigationsRemediation | G
......................
.....................ELOPMENT ......OBJECTIVES ....KS ..................CONSTRAINTS .ON ...................ON AND IDENTIF
E ....................NG .................
RESULTS ............................OBSERVATIONS
ST RESULTS ..OTECHNICA
TENTION .........AVATION MONIT
.....................CONSIDERATIO
......................ONS FOR FURLIMITATIONS ............................................
ite Information
ocal Land Use
Geological and
nferred Subsur
Groundwater S
aboratory Tes
eotechnical Di
d Safe Workin
Plan
Explanatory Noratory Testing Con
s Australia eotechnical
......................
......................
......................
......................
......................
......................
......................FICATION .................................................................................................S ..........................................L DISCUSSIO......................
TORING .................................
ONS FOR THE A......................RTHER GEOT .................................................................
n ....................
e ....................
d Hydrogeolog
rface Conditio
Seepage and M
st Results .......
scussions and
ng Distances f
otes Certificates
CONTENTS
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......................ONS AND DE..................................................................
ASHFIELD SHAL
......................TECHNICAL ..................................................................
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......................
gical Informat
ons .................
Measurements
......................
d Design Advi
for Vibration In
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.....................SIGN ADVICE...............................................................
LE FORMATION ......................SERVICES .....................................................................
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ion ................
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s ...................
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ce .................
ntensive Plant
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1 1 1 1 2 2 3 3 3 4 5 5 6 6 8 1 2 4 4 5 6 7 8 8
3
3
4
5
6
7
9
3
Preliminary175 ClevelaReport No.
P a g e |
1 INT1.1 BAt the reqPreliminaSite).
This PGIDevelopmWork hasOctober 2
1.2 PJPR Arch
Bas201
Sec
Based onstorey buapproxim
1.3 INThe objeadvice an
Buil
Excvibr
Excsho
App
Con
The
y Geotechnical Inand Street, Redfe E22434 GA, 18
1
EnvironmenContaminatio
TRODUCBACKGROUN
quest of Platinary Geotechni
I report has bment Applicats been carried2014, and the
PROPOSED Dhitects Pty Ltd
sement Level 04; and
ction A and Se
n the drawingsuilding over a
mately 9.0 m be
NVESTIGATIO
ective of the Pnd recommend
lding and reta
Preliminary
Earthquake
Subgrade p
cavation methorations;
cavation supporing systems;
proaches to lim
nstruction cons
e requirement
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
CTION ND num Restauracal Investigati
been preparedion (DA) and
d out in accorde authorisation
DEVELOPME
(JPR) supplie
02 to Level 07
ection B, Proje
s provided, EI two-storey baelow existing
ON OBJECTI
PGI is to assdations addre
ining wall foun
design param
loading factor
reparation and
odologies, lim
ort requiremen
mit potential im
straints includ
for additional
tions Australion | Geotechnica
ant Group (PRon (PGI) for t
d to provide the preparatidance with then to proceed da
NT ed EI with pre-
7 Loft, Project
ect No. 201406
I understandsasement car ground level (
VES ess site surfassing the follo
ndation option
meters;
r in accordanc
d earthworks
itations and m
nts, including p
mpacts on adja
ding groundwa
geotechnical
ia al
RG), Environmhe proposed d
preliminary gion of initial ce scope of woated 6 Februa
-DA concept d
No. 2014067
67, Drawing N
s that the proppark. We exp(mBGL) adjac
ace and subsowing:
ns, including;
ce with AS117
requirements;
monitoring requ
preliminary ge
acent structure
ater managem
investigations
mental Investigdevelopment
eotechnical aconcept designorks outlined inary 2014.
drawings:
, Drawing No.
No. SK11 and
posed developpect that the bent to Clevela
surface condit
70.4:2007;
;
uirements, inc
eotechnical de
es, services a
ment requireme
s.
gations Austraat 175 Clevela
advice and recns for the pron our proposa
SK02 to SK0
SK12, Revisio
pment will invobasement will and Street.
ions and to p
cluding monito
esign paramet
nd roads;
ents, if necess
alia Pty Ltd (Eand Street in
commendatiooposed mixedal referenced P
09, Revision A
on A, dated 29
olve the const extend to a
provide prelim
oring of excava
ters for retainin
sary; and
I) has carried Redfern, NSW
ns in supportd-use developP12787.1, dat
A, dated 8 Octo
9 September 2
truction of an maximum dep
minary geotech
ation induced
ng walls and
out a W (the
t of a ment. ed 28
ober
2014.
eight-pth of
hnical
Preliminary175 ClevelaReport No.
P a g e |
1.4 SThe scop
Rev
Pre
Rev
Sitestru
Dialusin
Con
Drillsolidbeloloca
StanassGeo
Con11.0deliv
Meawellothe
Bac
Pre
The fieldand locat
1.5 INThe PGI the invesClevelandadvice pgeotechnmodel, an
y Geotechnical Inand Street, Redfe E22434 GA, 18
2
EnvironmenContaminatio
SCOPE OF Wpe of works for
view of availab
paration of ap
view of relevan
e walkover insuctures and sit
l Before You Dng a licensed s
ncrete coring t
ling of one bod flight augersow ground levations are sho
ndard Penetraess soil strengotechnical Pty
ntinuation of B0 mBGL. Rockvered to Macq
asurements ofls were installers were meas
ckfilling of the
paration of thi
work was supting of boreho
NVESTIGATIO
was limited bstigation. Thed Street, with
presented in nical investigand the prelimi
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
WORKS r the PGI inclu
ble information
ppropriate hea
nt soil landsca
pection by a Gte conditions;
Dig (DBYD) seservice locato
through existin
rehole (BH1) s equipped witvel (mBGL), anwn in Figure
ation Testing (gth and collec
y Ltd (Macquar
BH2 from T-C k core recoverquarie for test
f groundwatered as part of tsured during t
boreholes wit
is PGI report.
pervised by a les from existi
ON CONSTRA
by the prelimine physical ext no access avthis report a
ations should nary design p
tions Australion | Geotechnica
uded:
n from in-hous
alth and safety
ape and geolo
Geotechnical E
ervices searchor;
ng concrete ha
by a track-moth a ‘tungsten-nd BH2 reache2;
(SPT) during dct soil samplesrie), a Nationa
bit refusal, usired from the bing and storag
r seepage/levethis investigatithe field work;
h drilling spoil
Geotechnicaing structures
AINTS nary intent of ttent of the invailable to theare intended be carried ouarameters pro
ia al
se sources;
y plans;
ogical maps fo
Engineer to as
h and scan of
ardstand at tw
ounted drill rig -carbide’ bit (Ted T-C bit refu
drilling of the bs for laboratoryal Australian T
ing NMLC corboreholes wasge;
els from borehion. Three mo
l in the reverse
l Engineer an.
the investigatinvestigation we interior of the
for the deveut before final ovided in this r
r the project a
ssess topogra
proposed bor
wo borehole lo
and one boreT-C bit). BH1 wusal at approx
boreholes at by testing. Soil
Testing Author
ring techniques logged, place
holes during aonitoring wells
e order of exc
nd included lo
ion and the prwas limited toe buildings forelopment of i design to coreport.
area;
phical feature
ehole location
cations (BH1
hole (BH2) bywas terminate
ximately 6.5 m
between 0.5 m samples wereity (NATA) ac
s, to a terminaed into core tra
nd immediate installed from
avation; and
gging of subs
resence of str an asphalt cr geotechnicalnitial designsnfirm both the
es, condition o
ns for buried c
& BH2);
y a ute-mounteed at approxim
mBGL. Approxi
m and 1.5 m dee sent to Macq
ccredited labor
ation depth ofrays, photogra
ely post drillingm a previous in
surface condit
ructures at thecar park on l purposes. Ths for the deve geotechnica
of surrounding
conductive ser
ed drill rig usinmately 7.5 met
mate borehole
epth intervals quarie ratory;
f approximatelaphed and
g. No monitorinnvestigation by
tions during d
e site at the timthe boundaryhe discussionvelopment. Fual and ground
rvices
ng tres e
to
y
ng y
drilling
me of y with s and urther water
Preliminary175 ClevelaReport No.
P a g e |
2 SIT2.1 SThe site Figure 1
Table 2-1
Informatio
Street Ad
Lot andIdentifica
Local Gov
Parish
County
Current Z
Site Desc
Site Area
2.2 LThe site described
Table 2-
Directionto Site
North
East
South
y Geotechnical Inand Street, Redfe E22434 GA, 18
3
EnvironmenContaminatio
TE DESCSITE DESCRI
identification .
1 Sum
on
ddress
d Depositedation
vernment Auth
Zoning
cription
OCAL LAND
is situated witd in Table 2-3
-2 Sum
n Relative L
Cb
Wbb
Ab
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
CRIPTIONPTION AND Idetails and a
mmary of Site
d Plan (DP
hority
D USE thin an area o
3.
mmary of Lo
Land Use Des
Cleveland Streebrick apartment
Woodburn Strebasement car pbetween Redfer
A three-storey cby two to three-
tions Australion | Geotechnica
IDENTIFICAT
associated info
Information
Detail
175 Clevel
P) Lot 15 in Dand 4 in Se
Council of
Alexandria
Cumberlan
MD – SEP
The site iscommerciawarehousepresent atapproximagood cond(RMS) ass
The site is
of high density
ocal Land Us
scription
et (an RMS ass hotel.
eet, followed bpark. Sydney Trn and Central S
concrete residenstorey brick res
ia al
TION formation are
land Street, Re
DP 57107, Lot 5ection 2, DP 97
the City of Syd
a
nd
PP Major Develo
s irregular in sal warehouse, ue, used as a t the corner o
ately 0.5 m highdition. Clevelanset.
approximately
y residential a
se
set), followed b
by a four-storerains rail corridStation.
ntial building wsidential buildin
presented in
edfern, NSW 20
5 in DP 68798, 77379, and lot 1
dney
opment 2005 (S
shape. The siteused as a furnicommercial pri
of Cleveland Sher than Woodnd Street is a T
1,060 m2 (JPR
and commerci
by a two-storey
y brick youth dor lies beyond
ith a single-levegs.
Table 2-1 wh
16
Lot 1 in DP 7241 in DP 109330
Sydney Local E
e is currently oture store and inters. An irreg
Street and Wooburn Street. P
Transport for NS
R, 2014)
al use. Curren
y concrete comm
hostel with a , 25 m from th
el partially in-gro
hile the site l
4328, Lot 10 in04
Environment Pla
occupied by a art workshop, gular sloping aodburn Street.
Paved surfacesSW Roads and
nt uses on su
mercial building
single-storey he site, orientat
round basemen
ocality is sho
DP 809537, Lo
an, 2012)
brick single-stand a second
asphalt car pa The car pa at the site wed Maritime Serv
urrounding lan
g and a five-sto
partially in-groted north-northw
t car park, follo
wn in
ots 3
torey brick rk is rk is re in vices
nd are
orey
ound west
owed
Preliminary175 ClevelaReport No.
P a g e |
Directionto Site
West
2.3 RThe site t
Table 2-3
Attribu
Topograp
Regional Geology
Soil Landscap
Acid SulfSoils (AS
An onlineinformatiomonitorinwithin the
y Geotechnical Inand Street, Redfe E22434 GA, 18
4
EnvironmenContaminatio
n Relative L
Ecb
REGIONAL SE
topography, g
3 Topo
ute
phy The sof the
InformMap SShalegenerShale
Outcrthe sitStreet
pes The Sindica
Soils and wpoor d
Land
Soil L
fate SS)
In accdoes
For an
e search wason pertaining
ng bore locatee NOW databa
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
Land Use Des
Eveleigh Streetconstruction sitebasements.
ETTING eological and
ographic, Ge
site is on the side Sydney Trains
mation on regioSydney 1:100,0
e of the Wianamrally weathers e, it is expected
rops of Quaternte. Recent invet. An infilled p
Soil Conservatates that the res
are generally swell-drained aredrainage.
use is dominan
Limitations inclu
cordance with tnot fall within a
n unclassified s
s conducted u to all licenseded within 500 ase.
tions Australion | Geotechnica
scription
t, followed by e for a four-sto
hydrogeologi
eological and
de slopes of a ss railway corrido
nal sub-surface000 Geological
matta Group, whinto silty clay o that Hawkesbu
nary aged Aeoliestigations in thaleo channel (m
ion Service of sidual landscap
shallow to modeas, and deep (
ntly intensive re
de moderately
he Sydney Locany category of
site, works do n
using the NSd water bores km of the sit
ia al
a three to fotorey concrete
cal informatio
Hydrogeolog
spur line which or. Local topogr
e conditions, re Series Sheet hich typically coof medium to hury Sandstone
an Sands (Botahe area have inman made fill ov
NSW Sydneype of the region
derately deep (<(150-300 cm) y
esidential and lig
reactive highly
cal Environmen Acid Sulfate So
not require deve
W Office of Ws for the statete. No standin
our-storey brickresidential bui
n for the local
gical Informa
Description
runs approximaraphy slopes do
eferenced from 9130 (DMR 19omprises of blahigh plasticity. Tmay be presen
any Sands) aredicated Aeolianver alluvial soils
y 1:100,000 So of the site com
<100 cm) red ayellow podzolic
ght and heavy i
plastic subsoil
tal Plan 2012 Aoils (ASS).
elopment conse
Water (NOW)e of New Soutng water level
k residential blding. No info
ity is summar
ation
ately southwestownwards to the
the Departmen991) indicates thck to dark-greyThe site is clost beneath the s
e mapped appron Sands are pres) is present ap
oil Landscapes mprises the Blac
and brown podsoils and solot
ndustry.
, low soil fertility
Acid Sulfate So
ent from council
) real-time dath Wales, revel data for the
building. To thormation was a
rised in Table
t-northeast, folle northwest, at
nt of Mineral Rehe site to be u
y shale and lamse to the bounsite at shallow d
oximately 90 mesent 50m to thpproximately 75
Series Sheet cktown Landsca
dzolic soils on cths on lower slo
y, and poor soil
oils Map – Shee
l regarding ASS
atabase, whicvealed forty th monitoring b
e south-west available regar
2-3.
owing the align approximately
esources Geolonderlain by As
minite. Ashfield Sdary of the As
depths.
to the south-eahe south on Eve5 m to the north
9130 (2nd Edape.
crests, upper sopes and in are
l drainage.
et ASS_009, the
S.
ch records relree (43) regisores was reco
is a rding
nment 10°.
ogical hfield Shale hfield
ast of eleigh .
dition)
lopes eas of
e site
evant stered orded
Preliminary175 ClevelaReport No.
P a g e |
3 INV3.1 SFor the dand weatacross th
More detAppendiborehole
Table 3-1
Unit
1
2
3 W
4 We
5 We
Notes:
1 ApAp
2 Un3 Un
y Geotechnical Inand Street, Redfe E22434 GA, 18
5
EnvironmenContaminatio
VESTIGASTRATIGRAP
development othered bedroc
he site, interpre
tailed descriptx A. The deta logs are also
1 Sum
Material
Fill
Residual Soil
Extremely Weathered Shale
Distinctly eathered Shale
Slightly eathered Shale
pproximate depth beppendix A. Depthsnit 4 was observed nit 5 was observed
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
ATION REHY
of a site-specifck profile has eted from the
tions of subsuails of the met presented in
mmary of Infe
Depth (mBGL) to Top of Unit
1
0
1.5 to 1.8
e 2.5 to 4.5
5.5 to 6.0
6.8
elow ground level a may vary across thup to borehole termup to borehole term
tions Australion | Geotechnica
ESULTS
fic geotechnica been groupe investigation
urface conditiothod of soil anAppendix A.
rred Subsurf
t
Observed Thickness
(m)
1.5 to 1.8
0.7 to 3.0
1.5 to 3.0
11.3 2
N/A 3
at the time of our inhe site. mination depth in Bmination depth in B
ia al
al model, the ed into four geresults, is pre
ons at the tesnd rock classif
face Conditio
MaterialDescriptio
1
CONCRETEover mixed
FILL
Sandy CLAY
SHALE
SHALE
SHALE
nvestigation. More d
BH1. BH2.
observed straeotechnical unsented in Tab
st locations arfication, explan
ons
on
E
Asphalt up Gravelly Sa
Fill is inferrarea was fofootings on
Y Generally m
SPT N valuthe end of t
Generally estrength sh
SPT N valu
Generally dWhere core
Defects witspacing) sudipping at 2
Unit 3 is cla(2004).
Generally f5º, <1 mm
Defects wit(~ 100-300
There are t40° at 100-Joint set 2 at depth, spShale in ac
detailed description
atigraphy of shnits. A summable 3-1.
re available innatory notes a
C
to 70 mm thick oand, with some ce
ed to be uncontroormerly a brick bu the boundary wi
medium plasticity
ues range from 5 the second increm
extremely weatheale.
ues of refusal with
distinctly weathered the bedding di
hin Unit 3 are geub horizontal bed20-40° at 100-30
assified as Class
resh, medium to thick.
hin Unit 4 are ge mm spacing) su
wo joint sets with-300mm spacing,(J2) is sub-verticpacing typically >ccordance with Pe
ns of subsurface co
hallow fill overary of the sub
n the boreholeand abbreviat
Comments
overlying Sand anceramic and brick
olled and poorly uilding, with evidith Woodburn Str
y firm to very stiff
to 33 blows withment.
ered, extremely lo
h hammer bounc
red, very low to loips 0-5º, <1 mm t
enerally closely spdding partings, wi00mm spacing.
IV Shale in acco
high strength sh
enerally closely toub horizontal bedd
hin Unit 4, one se, increasing to >1
cal, typically irreg>1m. Unit 4 is claells (2004).
onditions are availa
lying a residuabsurface cond
e logs presentions adopted
nd Clayey and k fill.
compacted. Thisence of former brreet.
sandy clay.
hammer bouncin
ow to very low
cing. ow strength shalethick.
paced (~ 30-100 th one joint set (J
ordance with Pell
ale. Bedding dips
o moderately spading partings.
et (J1) dipping at 1m from 8.3mBGular to curved, clssified as Class
able in the borehole
al soil ditions
ted in in the
s rick
ng at
e.
mm J1)
s
s 0-
aced
20-L. osed III
e logs in
Preliminary175 ClevelaReport No.
P a g e |
3.2 GGroundwobservedare prese
Table 3-2
Bore
B
M
M
M
Observedgroundwa
3.3 LTwo soil
Soil
Soil
A summa
Four rockstrength Appendi
Laborato
y Geotechnical Inand Street, Redfe E22434 GA, 18
6
EnvironmenContaminatio
GROUNDWAT
water seepaged during the drented in Table
2 Sum
hole ID
BH1
MW1
MW2
MW3
d groundwateater monitorin
ABORATORY
samples were
l Moisture Con
l aggressivity
ary of soil test
k core sampleclassificationx A.
ry test certifica
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
TER OBSERV
e was observerilling of BH2. e 3-2.
mmary of Gro
Date of
25/
25/
25/
25/
er seepage leg should be u
Y TEST RES
e selected for
ntent, Linear S
(pH, Chloride
results is prov
es were tested. The resul
ates are prese
tions Australion | Geotechnica
VATIONS ed during the Groundwater
undwater See
Observation
/02/2015
/02/2015
/02/2015
/02/2015
evels may beundertaken prio
SULTS laboratory tes
Shrinkage and
and Sulfate c
vided in Table
d by Macquariets of the tes
ented in Appe
ia al
e drilling of Br measuremen
epage and M
e affected by or to final des
sting to assess
d Atterberg Lim
content and ele
e 3-2.
e to determinesting are sho
endix B
BH1 on 25 Fents taken durin
easurements
Depth to Gr(mB
6.10 (inflow d
2.4
3.9
4.2
the low permign.
s the following
mits (Liquid Lim
ectrical condu
e Point Load Sown on the b
ebruary 2015.ng drilling and
s
roundwater GL)
uring drilling)
40
90
23
meability of t
g:
mit and Plastic
ctivity).
Strength Indexborehole logs
No groundw from existing
Tip
the encounter
c Limit); and
x (Is50) valuess at the app
water seepageg groundwater
Depth of well (mBGL)
-
7.00
7.45
7.15
red strata. Fu
s to assist withpropriate dept
e was wells
urther
h rock ths in
Preliminary175 ClevelaReport No.
P a g e |
Table 3-3
Test/ Sa
Unit
MaterialDescrip
Atte
rber
g Li
mits
Linear S
Moistur
Soil
Agg
ress
ivity
Notes:
1
y Geotechnical Inand Street, Redfe E22434 GA, 18
7
EnvironmenContaminatio
3 Sum
ample ID
l tion 1
Liquid Limit (%)
Plastic Limit (%)
Plasticity Index (%)
Shrinkage (%)
re Content (%)
pH
Electrical Conductivity (Ω.cm)
Sulfate SO4
(mg/kg)
Chloride Cl (mg/kg)
More detaile
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
mmary of Labo
d descriptions of th
tions Australion | Geotechnica
oratory Test
BH(1.5-1.95
Unit
Sandy C
31
16
15
10.
17.
6.4
15,0
240
20
he subsurface cond
ia al
Results
H1 mBGL)
t 2
CLAY
1
6
5
0
6
4
000
0
0
ditions at borehole llocations are availaable in the borehole
BH2 (4.5-4.95 mBG
Unit 2
Sandy CLAY
38
22
16
8.5
14.9
5.3
3,400
82
<10
e logs presented in
GL)
Y
Appendix A.
Preliminary175 ClevelaReport No.
P a g e |
4 PRThe main
Exc
Bas
Bas
Fou
Geotechn4-1 are inprior to fi
y Geotechnical Inand Street, Redfe E22434 GA, 18
8
EnvironmenContaminatio
RELIMINAn geotechnica
cavation adjac
sement excava
sement excava
undation desig
nical discussiontended for thnal design to c
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
ARY GEOl factors for th
cent to Clevela
atability.
ation retention
gn for building
ons and desighe developmeconfirm the pr
tions Australion | Geotechnica
OTECHNICe design of th
and Street, an
n to prevent po
loads.
gn advice are nt of initial coreliminary des
ia al
CAL DISChe developmen
RMS asset.
otential lateral
presented in oncept designssign parameter
CUSSIONnt include:
l deflections a
Table 4-1. Ths. Further geors provided he
NS AND D
nd ground los
he advice andotechnical inveere.
DESIGN A
ss as a result o
d parameters estigations sh
ADVICE
of excavations
presented in Tould be carrie
s.
Table ed out
Preliminary175 ClevelaReport No.
P a g e |
Table 4-1
BasemenExcavatioand Earth
ExcavatioRetentionRock FacSupport
Foundatio
y Geotechnical Inand Street, Redfe E22434 GA, 18
9
EnvironmenContaminatio
1 Preli
Pre
nt ons hworks
Twoparkbasexteof aalon
on n and ce
ons Eightwo park
Proexte
nvestigation ern, NSW March 2015
ntal Investigaton | Remediatio
iminary Geot
eliminary Desig
o levels of basemking. Excavation ement is expecteend to a maximumpproximately 9 m
ng Cleveland Stre
ht-storey building levels of basemeking.
posed basementents to all site bo
tions Australin | Geotechnica
technical Dis
gn 1 Ge
ment car for the ed to m depth mBGL eet.
Prenm
g over ent
t plan undaries
a al
cussions and
eotechnical Co
roposed excavatincounter Unit 1, 2aterial.
Final excavationbe in Unit 5 mate
d Design Adv
onstraints 2
ion will likely 2, 3, 4 and 5
n levels likely to erial.
vice
Temporary basement e
Batters givesystems succharacteristexperienceddetermine temay require
Where excaservices/ pa
Units 1, 2 aeasy rippingequivalent.
All earthworapplies to asubgrades.
Cantileveredup to 5 m heand may be zone of influ
Rock face prbe required.
Consideratioshould be gidesign of the4.1.
Consideratioretained soilthis is given
Parameters of basement
All footings slarge settlem
Footings andaccordance
Consideratiofoundations discussion o
Preliminary
batters may be cexcavation where
en for rock units mch as pattern boltics encountered d geotechnical enemporary and pe
e surface protecti
avations extend bavements basem
nd 3 should be dg with a D6 or sim
rks should be carny site filling und
d retaining walls aeight. Anchored w required to limit ence of nearby s
rotection of Unit 4
on will need to beven to the potente basement reten
on will need to be and to monitorin in Section 4.2.
given in this tablt retention system
should found beloments caused by
d slabs on Unit 5 with AS2870:201
on must be given for a structure spof this is given is S
y Discussions
considered for rete site constraints
may only be usedting, spot bolting during excavationgineer or engineermanent rock suon to prevent ero
beneath the zoneent retention will
diggable with a 20milar. Unit 5 will b
rried out in accordertaken and to th
are typically the mwalls may be morlateral deflections
structures/ service
4 and 5 material
e given to excavatial for stress reliention system. Fur
e given to monitong construction in
e for design of dems.
Footing Foun
ow Unit 1 materia founding in these
– Slightly Weath11 based on a Si
to the possibilitypanning the interfSection 4.3.
and Design A
tention of materiaallow.
d with consideratg or shotcreting bon. Inspection dueering geologist wupport requiremenosion and slaking
e of influence of n be required.
0t Hydraulic Excabe hard ripping w
rdance with AS37he preparation of
most economicalre economically vs where retentiones/ pavements.
using shotcrete a
ation retention in ef movement of erther discussion o
ring lateral and vnduced vibrations
eep foundations
dations
als to avoid the pe low density ma
hered Shale shouite Classification
y of differential seface of differing m
Advice 2
al encountered du
ion of rock suppoased upon the roring construction will be required tonts. Permanent bg
nearby structures
avator. Unit 4 showith a D8 dozer or
798: 2007. This sf basement slab
ly viable retentioviable above 5 mn systems are wit
and drainage sys
competent rock aexcavation faces of this is given in
vertical deflections. Further discuss
may be used for
potential of potentterials.
uld be designed iof ‘A.’.
ettlement caused materials. Furthe
Typ
Bu
uring
ort ock mass by an o batters
s/
ould be r
standard
Batte
r Ang
le 6
n method m height
thin the
stems will
and s in the Section
ns of sion of
design
Earth
Pre
ssur
e C
oeffi
cien
ts
tially
n
by r
PrePres
Undcu (k
Dra
Dra
Material 3
pical Depth to T(mBGL) 4
ulk Unit Weight Elastic Modulus
Batte
r Ang
le 6
Temporar
Permanen
Earth
Pre
ssur
e C
oeffi
cien
ts
At rest, Ko
Passive, K
Active, Ka
liminary Allowabssure (kPa) 8
drained shear strekPa)
ined friction angle
ined cohesion, c’
3
Top of Unit 4
(kN/m3) 5 s (MPa)
ry 6
nt 6
Ko 7
Kp 7
a 7
ble Bearing
ength,
e, ϕ’ (°)
’ (kPa)
Pre
Unit 1 Fill
0
16
5
N/A
N/A
0.66
2.04
0.49
NA
-
20
0
eliminary Desig
Unit 2 Residual S
1.5 to 1.8
19
30
1.5H:1V
2H:1V
0.58
2.46
0.41
250
100
25
5
gn Parameters
oil
UnExtreWeath
Sh
2.5 to
2
5
1.5H
2H
0.5
2.4
0.4
50
-
-
-
s 2 nit 3 emely hered
hale W
to 4.5
21
50
H:1V Ve
Ro
:1V Ve
Ro
58
46
1
Ulti
41
00
-
-
-
Unit 4 Distinctly
Weathered Shale
5.5 to 6.0
24
100
ertical with ck Support
ertical with ck Support
-
1000 kPa
mate stress block
-
1000
-
-
-
Unit 5 Slightly
Weathered Shale
6.8
24
200
Vertical withRock Suppo
Vertical withRock Suppo
-
2000 kPa
Ultimate stressblock
-
2000
-
-
-
h rt
h rt
Preliminary175 ClevelaReport No.
P a g e |
GroundwManagem
EarthquaSite Risk Classifica
Soil and GroundwAggressiv
Notes:
1 Design det2 Advice an
investigatio3 More deta4 Approxima
Depths ma5 Unit Weigh6 Batter ang
be confirmoverall batincorporate
7 Earth pres8 Bearing pr
design cheTo adopt t
- -
9 Ultimate gesafety of 3structures,greater, int
y Geotechnical Inand Street, Redfe E22434 GA, 18
10
EnvironmenContaminatio
Pre
water ment
Twoparkbasexteof a
ke ation
water vity
Proincoand
tails are based on pd parameters presons should be carriiled descriptions ofate depth below groay vary across the sht is based on visuagles recommended med by additional gtter height of less te benches.
ssures are providedressures given are ecks and foundatiohese bearing press
Shallow footinThe bases of verify that grou
eotechnical strengt3 and 2, respective, typically less thanto the respective U
nvestigation ern, NSW March 2015
ntal Investigaton | Remediatio
eliminary Desig
o levels of basemking. Excavation ement is expecteend to a maximumapproximately 9.0
posed structure worporate buried cod steel elements.
proposed developmsented in this PGI ied out prior to finaf subsurface conditound level at the timsite. al estimate only, or are based upon grgeotechnical investhan 5 m. Should
d on the assumption indicative only andn inspections durinsures we have assugs have an embedall footings are cle
und conditions meeths are provided foly. These are the fn 1% of the minimnit.
tions Australin | Geotechnica
gn 1 Ge
ment car for the ed to m depth 0 mBGL.
Gobat2.
will oncrete
Lobe
ASfoan
ment details provide report are intendel design to confirm ions are available ime of our investiga
rder of accuracy is round conditions e
stigations and inspbatters extend bey
n that the ground bd will vary according construction by aumed that: ment depth of at leeaned of loose debet design assumptioor use in limit state factors of safety ge
mum footing width.
a al
eotechnical Co
roundwater levelbserved during tht approximately 4 to 4.2 mBGL.
ow permeability selow the groundwS2159:2009 give
oundation suscepnd groundwater a
ed by JPR at the timed for DA purpose both the geotechnn the borehole logsation. More detailed
about 10%. ncountered in the bections during con
yond 5 m, batter de
behind the retainingg to footing type, s
an experienced geo
east 750mm into thebris and water andons. design. Allowable enerally adopted in Assumes the bas
onstraints 2
s were he investigation
soils above and water table. es guidelines for ptibility to soil aggressivity.
me of the preparaties and for the devical model and the s in Appendix A. Dd descriptions of su
borehole locations nstruction by an exesigns should be c
g wall is flat and drashape and embedmotechnical engineer
e founding materiad inspected by a s
or serviceability ben geotechnical pracse of pile holes are
Pile foundatisupported.
The parame
We recomm0.40 is usedAS 2159:200GSRF may bassessment
Groundwatezones within
Surface wateand pump m
AS 1170.4:2 AS 1170.4:2
Analysis of to ‘Mild’ o ‘Non-a
on of this report. velopment of initial preliminary design
Depths may vary acubsurface condition
only. Ground condxperienced geoteccarried out by an e
ained. ment and should ber.
l. suitably qualified G
earing pressures anctice to limit settleme clean and penet
Preliminary
ions may be cons
ters given may a
end that a Prelim for the prelimina09 based upon thbe increased upos having been ca
er is expected to bn the rock mass. Ger seepage into t
methods.
2007 indicates an2007 indicates tha
the pH, chloride afor buried concreaggressive’ for b
designs for the dn parameters providcross the site. ns are available in
ditions may vary anhnical engineer. B
experienced geotec
e confirmed by add
eotechnical Engine
nd side adhesions ments to an acceptatrate at least 1.0m
y Discussions
Pile Founda
sidered where hi
also be used for d
minary Geotechniary design of piledhe preliminary naon finalising the darried out e.g. pile
be encountered wGroundwater mathese excavation
n earthquake subat the hazard fac
and sulfate conteete structural elemuried steel struct
development. Furthded in this report.
the borehole logs
nd preliminary batteBatter angles providchnical engineer an
ditional geotechnica
eer prior to footing
may be estimated able level for conve or 2 pile diamete
and Design A
ations
gh lateral or axia
design of retentio
ical Strength Redd support in acco
ature of the soil pdevelopment detae testing during c
within the basemanagement optionns may occur duri
bsoil class of Clasctor (z) for Sydney
ent and electrical ments; and tural elements.
her geotechnical
in Appendix A.
er angles should ded assume an nd may need to
al investigations,
g construction to
using factors of entional building rs, whichever is
Advice 2
al loads are to be
n support.
duction Factor (Gordance with arameters given.ails and subject toconstruction.
ent excavations. ns may include thing and following
ss Ce (Shallow Soy is 0.08.
conductivity of th
10
11
12
Typ
Bu
GSRF) of
. The o further
UltimPres
UltimShaAdh(kPa
Susduri
Although the inthe grouting of wag periods of rainfa
oil).
he soil was comp
Bearing pressureengineer. Higher bearing pfoundation inspecSide adhesion vamechanics in accTo adopt these pa
- Pil- Th- Po- Th
vepobe
- Anin t
Susceptibility to liLow - Medium - High -
Material 3
pical Depth to T(mBGL) 4
ulk Unit Weight Elastic Modulus
mate Vertical Enssure (kPa) 9, 11
mate aft hesion a) 10, 11
in Co
in Up
sceptibility to Lng an Earthquak
act rock mass peter bearing fractu
all. Surface wate
pared with criteria
s may vary and mu
pressures may be ctions during constralues given assumeordance with AS46arameters we havees have an embedere is intimate cont
otential soil and groe bases of all pile erify that ground conssible upon comple used; and
n experienced Geotthe design. quefaction during a
Medium Loose toVery loos
3
Top of Unit 4
(kN/m3) 5 s (MPa)
nd Bearing
ompression
plift
Liquefaction ke 12
ermeability of theures during excav
er should be contr
a in AS 2159:200
ust be confirmed b
applied upon confruction. e there is intimate
678-2002 Earth Rete assumed that: dment depth of at letact between the p
oundwater aggressiexcavations are clenditions meet desigetion of pile excava
technical Engineer
an earthquake is ba to very dense sando medium dense sase sands or very so
Pre
Unit 1 Fill
0
16
5
N/A
15
5
Medium
Ashfield formatiovation or the instarolled by diverting
9, providing the f
y additional geotec
firmation by additio
contact between ttaining Structures.
east two pile diametile and foundation mvity will be consideeaned of loose debgn assumptions. Wation. Pile excavati
has reviewed the
ased on the followinds, stiff to hard clayands, soft to firm claoft clays below the
eliminary Desig
Unit 2 Residual S
1.5 to 1.8
19
30
750
45
15
Low
on is generally loallation of drainag overland flows
following exposu
chnical investigatio
onal geotechnical
the pile and founda
ters or 1 m, whichematerial;
ered in the design obris and water and
Where groundwater ions should be pum
pile designs to ass
ng definition: ys, and rock ays, or uncontrolled water table
gn Parameters
oil
UnExtreWeath
Sh
2.5 to
2
5
15
7
37
Lo
ow, groundwater fge systems behinaway from excav
re classifications
ns and foundation
investigations and
ation material. De
ever is greater, into
of bored piles; inspected by a suitingress is encount
mped dry of water p
sess whether all rec
d fill below the wate
s 2 nit 3 emely hered
hale W
to 4.5
21
50
500
75
7.5
ow
flows may be mond the excavatiovations and may
s:
inspections during
subject to an exp
esign engineer to c
o the relevant found
tably qualified Geotered during pile exprior to pouring con
commendations pr
er table
Unit 4 Distinctly
Weathered Shale
5.5 to 6.0
24
100
3000
150
75
Low
oderate to high fron retention facingbe managed by c
g construction by an
perienced geotechn
check both ‘piston’
ing material;
technical Engineerxcavation, concretencrete, or alternativ
esented in this rep
Unit 5 Slightly
Weathered Shale
6.8
24
200
6000
350
175
Low
om fractured g. conventional sum
n experienced geo
nical engineer car
pull-out and ‘cone
r prior to pile conste is to be placed asvely a tremmie syst
port have been inco
mp
technical
rying out
e’ pull-out
ruction to s soon as em could
orporated
Preliminary175 ClevelaReport No.
P a g e |
4.1 ERigid retmovemenclosely sShale or
If cantilevearth prepressure height of zero activ
In additio
If pibe lsup
Carleve
Theprop
Statwall
Appropriaadopted.
4.1.1
An allowbolts, rocblocks ofGeologis1.5 m de
Rock boltand cons
We recominstallatioto providrequired.
4.1.2
As the bamaterial integratioretention/
y Geotechnical Inand Street, Redfe E22434 GA, 18
11
EnvironmenContaminatio
EXCAVATION
taining structunts when in c
spaced soldierbetter.
vered piles areessure distribu distribution s the wall in meve earth press
on, design of re
led retaining wonger to accoport.
re must be takels, where pre
e effect of streposed excava
tic water pressls. A hydrosta
ate surcharge Any applicab
Rock S
ance should ck anchors anf rock. Specift or Geotechnpth of excavat
ts, and anchostructed by con
mmend that aons to confirme further advi
Constru
asement excawhich will re
on of retention/ support syste
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
RETENTION
ures, such aslose proximityr pile walls or
e employed foution using acthould be usedetres. For excsure coefficien
etaining walls
walls are to prommodate add
ken to ensure tsent.
ss relief in theations, should
sures should btic pressure d
e loading fromle surcharge l
Support
be made for d/ or shotcretfic support reqnical Engineetion).
ors should theyntractors expe
a geotechnicam inferred geot
ice with regar
uction Cons
avation will likeequire rock fan and support ems:
tions Australion | Geotechnica
N s propped ory to existing br contiguous r
or the design, tive pressuresd with a maximavations span
nt.
should consid
rovide permanditional lateral
that the bored
e rock on neighbe considered
be taken into cistribution cou
m constructionoads should b
support of vee (mesh reinfoquirements ca
er should carr
y be required,erienced in gro
l engineer instechnical condrds to excavat
siderations f
ely extend thrace support (designs at the
ia al
r anchored wbuildings, buriereinforced con
relatively flexis presented inmum pressurenning the inter
der the followi
nent support to and axial load
d piles found in
hbouring found in the retaini
considerationuld be used fo
n equipment abe taken into a
ertical excavatorced) to suppan only be assry out regular
, should geneound anchor t
spect batteredditions. This wtion retention
for Deep Exc
rough both ma(Unit 3 and be site. The fol
walls, should ed services anncrete bored
ible shoring sy Table 4-1. Foe of 0.65*Ka*γrface of soil an
ing:
o proposed strds. Anchoring
n rock below n
ndation systeming wall design
, unless subsoor this analysis
and vehicular account in the
tion faces in port weak seasessed duringr inspections
erally be speciechnology.
d and unsuppowill allow for th / support and
cavations
aterials whichbetter), particlowing method
be adopted nd pavement.pile walls tha
ystems may bor design of riγ*H (kPa) whend rock, ‘H’ ma
ructures, pile s may be requi
neighbouring f
ms and pavemn.
oil drainage is s.
traffic at finis retention des
Unit 3 and beams, fracture zg excavation. as excavation
fied in terms o
orted excavathe assessmend proposed co
require full reular considerdologies could
to limit later. We recomm
at are sockete
be used, adoptigid walls, a trere ‘H’ is the eay be taken a
sockets in rocired for additio
foundation an
ments, resulting
s provided beh
shed surface sign.
etter materialzones and isoAn experienc
n progresses
of performanc
tions and excnt of design asonstruction m
etention (Unitsration must bd be considere
ral and verticmend the use ed into Class
ting a triangulrapezoidal eareffective vertics the depth to
ck may need toonal lateral
d basement
g from
hind retaining
level should b
, including rocolated individuced Engineerin
(at least eve
ce requiremen
avation suppossumptions anethodologies,
s 1, and 2) anbe given to thed for design
cal of III
ar rth cal o a
o
be
ck ual ng ery
nts
ort nd if
nd he of
Preliminary175 ClevelaReport No.
P a g e |
Full4 bewithstre
Par
Should thsuitabilitythat furthrequirem
4.1.3
Medium developmthe propo
The desiunderpin
Detailed acquired developm
4.2 BConsiderexcavatioadjacent
Contractoactivities:
Lim
Lim
Limby a
Monitorinat agreedother strushould be
y Geotechnical Inand Street, Redfe E22434 GA, 18
12
EnvironmenContaminatio
l Height Reteelow bulk excahout concern oength rock will
rt Retention –
o Units
o Exca
o Anch
o Excarequ
o Furth4.1.1
he proposed y of the rock ber investigatioents below the
Excava
rise structuresment. Surrounosed excavatio
ign of excavaning where ex
survey of the prior to final d
ment with exist
BASEMENT Eration should on retention s to Cleveland
ors should a:
it lateral defle
it vertical settl
it peak particlany structure w
ng of deflectiond points alonguctures locatee consulted to
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
ention – Soldieavation level. of disturbing th likely be slow
– Construction
s 1, 2 are to b
avation to the
hors to be inst
avation could tuired to limit bl
her bolting and1.
structure founeneath the pil
ons, modellinge pile toe.
ation Interac
s and potentiading footings on. There is th
ation support xcavations in r
relative positidesign. The dting structures
EXCAVATION
be made to thsystems shouStreet.
lso consider
ction of tempo
lements of gro
e velocities (pwithin boundin
ns of retainingg the excavated within or neo assess appr
tions Australion | Geotechnica
er pile walls toThis option wohe rock on wh
w and cause m
of a part-rete
e retained as
top of Unit 3 m
talled near the
then proceed ock failure fro
d mesh reinfo
nd on the retae toe as found
g of the rock c
ction with Ne
al basements and excavatio
he potential fo
should consirock extend be
ons, levels andetailed surves in the vicinity
N MONITORIN
he impact of tld be designe
the following
orary or perma
ound surface a
ppv) from vibrang properties a
g structures anion boundarieear the zone oropriate deflec
ia al
o continue theould allow exc
hich the piles amachine wear;
ention system
described abo
material.
e base of the r
into Unit 3. Spom the wall fou
orced shotcrete
aining wall, cdation and ab
conditions, and
eighbouring
of unknown eon faces of theor neighbourin
ider loading felow adjacent
nd working loaey should be uy of the site us
NG the proposed ed so as to
g limits assoc
anent retaining
at common pr
ations, causedand the servic
nd surface setes and along of influence ofction limits for
full depth of bcavation to coare founded. B or
may proceed
ove, socketed
retaining wall,
pot bolting beundation.
e support of U
onsideration sility to supportd site inspecti
Structures
extent were noese developmg structures to
from neighbot building foun
ading of neighbused to accurasing finite elem
developmentlimit lateral d
ciated with c
g structures;
operty bounda
d by constructices easement
ttlements shoexisting buildf the excavatior their infrastru
basement excntinue through
Boring of piles
as follows:
into Unit 3 –
socketed into
neath the toe
Unit 4 as requir
should be givt additional buons are carrie
and Baseme
oted on adjoinments will lie wo be adversely
uring structurdation levels.
bouring basemately model thment software
t upon neighbeflections to
carrying out e
aries and serv
ion equipment.
uld be carrieding foundationon. Owners ofucture. Along
cavation with ah the full depth within the me
Distinctly Wea
o Unit 3.
of the retainin
red, as discus
ven in the wauilding loads. Wed out to asse
ents
ning propertiewithin the zoney affected.
res and the r
ments and fooe interaction o.
bouring structuallowable lev
excavation an
vices easemen
t or excavatio
d out by a regins/ services/
of existing serv Cleveland Str
a socket in Unh of excavatio
edium to high
athered Shale
ng wall may be
ssed in Sectio
ll design to thWe recommenss rock suppo
s as part of the of influence
requirement f
otings should bof the propose
ures. Basemeels, particular
nd constructio
nt; and
n, experience
stered surveypavements anvices at the sireet it would b
it on
e.
e
n
he nd ort
he of
for
be ed
ent rly
on
d
yor nd ite be
Preliminary175 ClevelaReport No.
P a g e |
expectedexcavatio
Prio
Imm
Imm
Imm
Imm
Vibration walls of eof 3 mmrecommecommerc
An ongoicommenclimits. Hoor as agrmay be re
Should v
Cea
Bacmov
Dev
4.2.1
As a guiworking d(refer NSat all time
Table 4-
Plant It
Vibratory
y Geotechnical Inand Street, Redfe E22434 GA, 18
13
EnvironmenContaminatio
d that RMS wons exceed 6
or to commenc
mediately after
mediately after
mediately after
mediately after
monitoring sexisting buildin
m/sec is adopended by utilcial and indust
ing monitoringcement of theowever, shouldreed, further vequired.
ibrations, sett
ase excavation
ckfill excavatiovement limits
velop an altern
Constructio
de, safe workdistances are
SW Environmees, unless oth
-2 Rec
em
y Roller
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
will require a m depth. Mea
cement of exc
r installation o
r the excavatio
r the excavatio
r backfilling be
should be carrngs in closest pted for sensity owner), 1trial buildings
g programme e works and wd equipment u
vibrations asse
lements or de
n works and n
ons or supporthave been ex
native excavat
on Vibration
king distance quoted for bo
ental Protectioerwise mitigat
commended
Rat
< 50< 10< 20< 30< 30
tions Australion | Geotechnica
minimum ofasurements sh
cavations;
f any tempora
on has reache
on has reache
ehind retaining
ried out perio proximity to titive structure0 mm/sec is or reinforced c
will not be rewith the agreeused during eessments by a
flections exce
notify the Geot
exposed excaceeded; and
tion/ support p
Mitigation
s for typical ioth “cosmetic”n Agency Vibted to the satis
Safe Workin
ting/Descript
0 kN (typically 00 kN (typically00 kN (typically00 kN (typically00 kN (typically
ia al
f two inclinomhould be taken
ary or permane
ed a depth of 1
ed bulk excava
g structures.
odically duringthe excavationes such as th adopted for concrete struc
equired if the ement of a G
excavation anda Geotechnica
eed set limits,
technical Engi
avations with
plan in conjunc
items of vibra” damage (refration Guidelisfaction of the
ng Distance
tion
1-2 tonnes) y 2-4 tonnes) y 4-6 tonnes) y 7-13 tonnes) y 13-18 tonnes
meter installatn:
ent retaining s
1.5 m, and eac
ation level; an
g excavation wn and easemehe Telstra, A residential bctures.
contractor canGeotechnical Ed constructional Engineer, a
we recommen
ineer immedia
buttresses or
ction with the
ation intensivefer British Stane).The safe w
e relevant stak
es for Vibrat
Cos(BS
)
tions and lev
structures;
ch 1.5 m dept
d
works, particuent. EI recomAusgrid and Sbuildings and
n verify, baseEngineer, that works vary fr
and/ or an ong
nd the followin
ately;
props, where
Structural and
e plant are lisndard BS 738working distankeholders.
ion Intensiv
Safe Wo
smetic DamagS 7385:1993)
5 m 6 m 12 m 15 m 20 m
vel monitoring
th increment th
ularly at the bmmends an upSydney Wate 20 mm/sec
ed on trials cat the ppv will rom that usedgoing monitori
ng:
settlement/ la
d Geotechnica
sted in Table85:1993) and nces should b
ve Plant
orking Distan
ge 1
Human(EPA
Gu
15 m
g points shou
hereafter;
ase of externper limit for ppr mains (or ais adopted f
arried out at thnot exceed s
d during the tring programm
ateral
al Engineers.
e 4-2. The sahuman comfoe complied wi
nce
n Response A Vibration uideline)
m to 20 m 20 m 40 m 100 m 100 m
uld
nal pv as for
he set ial
me,
afe ort ith
Preliminary175 ClevelaReport No.
P a g e |
Plant It
Small HyMedium Large HyVibratoryPile BoriJackham
Notes: 1
In relatioapply to rreason, h6472-1:2
The safe are gene
4.3 FShould fovariable gdepth wibetween proposedbearing cinclude m
4.4 CLong andformationmaterial. after excdegradat
y Geotechnical Inand Street, Redfe E22434 GA, 18
14
EnvironmenContaminatio
em
ydraulic Hamme Hydraulic Hamydraulic Hammy Pile Driver ng
mmer
More stringe
n to human cresidential rechigher vibratio008.
working distaral in nature a
OUNDATION
ootings for theground conditll need to co high level and developmencapacities. Pomovement join
CONSTRUCTI
d intermediaten. Exposure o Slaking of rocavation. Formtion of these m
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
Rat
< 30er 300
mmer 900er 160
She≤ 8Han
ent conditions may a
comfort (respoceivers. For mon levels, occ
ances provideand site specif
NS
e proposed detions may caunsider the ris
nd deeper foont, we recomossible featurets, dowelled c
ON CONSID
e term durabilof residual sock faces, erosmations will n
materials.
tions Australion | Geotechnica
ting/Descript
00 kN (typically0 kg – 5 to 12 t e0 kg – 12 to 18 t00 kg – 18 to 34eet Piles 00 mm nd held
apply to heritage bu
onse), the safost constructiocurring over s
d in Table 4-2fic values by d
evelopment suse difficultiessk of adverseotings. Unlessmend that al
es designed toconnections or
ERATIONS F
ity of exposedoil and weathsion of soil cuneed to be p
ia al
tion
y >18 tonnes) excavator t excavator 4 t excavator
uildings or other se
fe working dison activities, vshorter period
2 are given fodetailed acous
span the interfs for subgradee differential gs an allowancl new structu
o accommodar shear keys.
FOR THE ASH
d residual soiered rock duuts and softenprotected with
Cos(BS
21
ensitive structures.
stances in Tabvibration emisds are permitt
or guidance onstic assessmen
face of severae preparation.ground movemce for such mures found onte potential di
HFIELD SHA
l and rock is ae to excavati
ning of foundah blinding co
Safe Wo
smetic DamagS 7385:1993)
25 m 2 m 7 m 22 m
2 m to 20 m 2m (nominal) 1 m (nominal)
ble 4-2 relatesions are inteted, as discus
nly. The valuent of the rock
al materials id. Selection oments within
movement is inn natural matfferential mov
LE FORMAT
a major conceion can lead ation subgradencrete withou
orking Distan
ge 1
Human(EPA
Gu
Avoid st
e to continuouermittent in natssed in Britis
es obtained fromass should
dentified in thof footing typethe foundationcluded in theterials with cvement of the
ION
ern within the to rapid dege material maut undue dela
nce
n Response A Vibration uideline)
100 m 7 m 23 m 73 m 20 m N/A
contact with tructure
us vibration anture and for thh Standard B
om these codebe obtained.
is investigatioes and foundinon footprint ane design of thomparable en structures ma
Ashfield Sharadation of th
ay occur quickay to limit an
nd his BS
es
on, ng nd he nd ay
ale he kly ny
Preliminary175 ClevelaReport No.
P a g e |
5 COBased ongeotechn
Exc
Bas
Bas
In summgeotechnthe prelim
y Geotechnical Inand Street, Redfe E22434 GA, 18
15
EnvironmenContaminatio
ONCLUSIn the findings nical factors w
cavation adjac
sement excava
sement excava
mary, and connical conditionminary design
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
IONS of this report ill influence th
cent to Clevela
atability.
ation retention
nsidering the s preventing t and construct
tions Australion | Geotechnica
and within thehe possible de
and Street, an
n to prevent po
limitations othe proposed tion of the dev
ia al
e limitations oevelopment of
RMS asset.
otential lateral
of geotechnicadevelopment velopment.
of geotechnica the site, includ
l deflections a
al investigatioif the recomm
al investigationding:
nd ground los
ons, EI considmendations of t
ns, EI conside
ss as a result o
ders there isthis report are
ers the followin
of excavations
s a low risk e considered f
ng
s.
of for
Preliminary175 ClevelaReport No.
P a g e |
6 REThe adopduring thof the pro
Further gadoption prelimina
For Desi
For requ
Therockdesthe
Ongcon
Stredete
All Clas
For Cons
Dilaexccarrcon
Woran e
A ssub
Ongsho
Regconadv
y Geotechnical Inand Street, Redfe E22434 GA, 18
16
EnvironmenContaminatio
ECOMMEpted investigae investigationoposed develo
geotechnical i of the recom
ary design and
gn Phase
the design ofuirement given
e rock classifick quality encoign, at least th quality of Sha
going monitoriditions.
ess-strain depermine expect
excavated massification Gu
struction Pha
apidation survavations, partried out by a struction work
rking platformexperienced a
suitably qualifgrade level to
going monitoruld be carried
gular inspectiofirm inferred g
vice with regar
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
ENDATIONation scope wan. This PGI reopment.
nvestigations mmendations od construction
f the excavation in RMS tech
cations for maountered in ahree additionaale in Table 4-
ing of existing
pendent analyted deflections
aterial transpoideline Part 1;
ase
veys should bticularly wherequalified struc
ks.
ms for construcand qualified g
fied geotechno assess the a
ing of groundd out during ba
ons of batteregeotechnical rds to excavat
tions Australion | Geotechnica
NS FOR Fas limited by eport will need
should be caof this report f details are av
on adjacent tohnical directive
aterial encountdditional boreal deep cored -1.
g groundwater
ysis of basems and interacti
orted off site ; Classifying W
be carried oue located withctural enginee
ction plant, plageotechnical e
ical engineerbility of the pr
vibrations, seasement excav
ed and unsupconditions, toion retention/
ia al
FURTHERthe investigat
d to be supple
arried out to cfor detailed devailable and sh
o Cleveland Re GTD2012/00
tered at foundeholes. Should boreholes to
r monitoring w
ment retentioion with adjac
should be clWaste.
ut on existinghin the zone er and/or geo
aced on in-situengineer.
r is to assessrepared surfac
ettlements anvation.
pported excavo assess the s
support and p
R GEOTEtion intent andemented with a
confirm the reesign. These hould include:
Road consider01 – Excavatio
dation level md higher bear 5 m below fo
wells should be
n systems sent structures
lassified in ac
g structures tof influence o
otechnical eng
u materials or
s the conditioce to act as a f
nd lateral mov
vations wheresuitability of dproposed cons
ECHNICALd by the preseadditional core
esults and addinvestigations
r the guidanceons adjacent t
ay be improvering pressuresundation leve
e undertaken t
hould be unds.
ccordance wit
that may be of excavationsineer prior to
on engineere
on of exposefoundation or
vements in co
e localised exesign assump
struction meth
L SERVICence of structed boreholes
dress any lims should be c
e and additionto RMS Infras
ed on the bass be required
el should be d
to determine h
dertaken for
th NSW EPA
impacted by s. These surv
o and following
ed fill, should
ed material at as a subgrade
njunction with
xcavations arptions and to
hodologies, if r
CES tures at the si given the sca
itations prior arried out onc
nal investigatiotructure.
sis of consisted for foundatiorilled to confir
hydrogeologic
final design
A 2014 - Was
any proposeveys should bg completion
be designed b
t foundation e.
h survey resul
re proposed, provide furthrequired.
ite ale
to ce
on
ent on rm
cal
to
ste
ed be of
by
or
lts
to er
Preliminary175 ClevelaReport No.
P a g e |
7 STThe adopinvestigathe deveout beforreport.
We drawstatemenshould beall parties
Should yo
y Geotechnical Inand Street, Redfe E22434 GA, 18
17
EnvironmenContaminatio
TATEMENpted investigation and by thlopment of inre final design
w your attentionts presented e. The docums who may rel
ou have any q
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
NT OF LIMation scope whe investigatioitial concept d
n to confirm bo
n to the docu in this docum
ment is not intey on this repo
queries regard
tions Australion | Geotechnica
MITATIONwas limited byon intent. The designs for thoth the geotec
ment “Importament are intenended to reducort are aware o
ding this repor
ia al
NS y site access advice and pe developmenchnical model
ant Informationded to advisce the level ofof the respons
rt, please do n
s restrictions darameters prent. Further ge and the preli
on”, which is ine you of whaf responsibility
sibilities each a
not hesitate to
due to site coesented in thiseotechnical invminary design
ncluded in Apat your realistiy accepted byassumes in so
contact EI.
conditions at ts PGI report avestigation shn parameters
ppendix C of ic expectationy EI, but ratheo doing.
the time of oare intended fould be carrieprovided in th
this report. Thns of this repor to ensure th
ur for ed his
he ort hat
Preliminary175 ClevelaReport No.
P a g e |
8 REAS1170.4
AS1726:1
AS2159:2
AS2870:2
AS3798:2
Chapmanof NSW,
NSW De
NSW DeGeologic
NSW Off
Pells (20Australia
Pettifer aJournal o
9 ABAHD BGL BH DP EI EPA NATA NOW PGI RMS
y Geotechnical Inand Street, Redfe E22434 GA, 18
18
EnvironmenContaminatio
EFERENC4:2007, Struct
1993, Geotech
2009, Piling –
2011, Residen
2007, Guidelin
n, G.A. and MSydney.
partment of F
epartment of al Survey of N
fice of Water, C
04) Substancn Geomechan
and Fookes 1of Engineering
BBREVIA Aust Belo Bore Depo Envi NSW Natio NSW Preli NSW
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
CES tural Design A
hnical Site Inv
Design and In
ntial Slabs and
nes on Earthw
Murphy, C.L. (1
inance and Se
Mineral ResNew South Wa
Continuous W
e and Mass Pnics Journal, V
994, A Revisg Geology and
ATIONS tralian Height ow Ground Levehole osited Plan ronmental Inv
W Environmenonal Associati
W Department iminary Geote
W Roads and M
tions Australion | Geotechnica
Actions, Part 4
vestigations, S
nstallation, Sta
d Footings, St
works for Com
1989), Soil La
ervice, Spatial
sources (1983ales, Departm
Water Monitorin
Properties for Vol 39 No 3.
ion of the Gr Hydrogeolog
Datum vel
vestigations tal Protection on of Testing of Primary Ind
echnical InvestMaritime Serv
ia al
4: Earthquake
Standards Aus
andards Aust
tandards Aust
mmercial and R
andscapes of t
l Information V
3) Sydney 1ent of Mineral
ng Network, h
the Design of
raphical Methogy.
Agency Authorities, Adustries, Offictigation
vices
Actions in Aus
stralia.
ralia.
tralia.
Residential De
the Sydney 1:
Viewer, maps.
:100,000 Geol Resources.
http://realtimed
f Engineering
od for Assess
Australia ce of Water
stralia, Standa
velopments, S
100000 sheet
six.nsw.gov.a
ological Serie
data3.water.ns
Structures in
sing the Exca
ards Australia
Standards Aus
t. Soil Conser
au.
es Sheet 913
sw.gov.au/wat
the Hawkesb
avatability of R
.
stralia.
rvation Service
30 (Edition 1
ter.stm.
bury Sandston
Rock, Quarter
es
1).
ne,
rly
Preliminary175 ClevelaReport No.
y Geotechnical Inand Street, Redfe E22434 GA, 18
EnvironmenContaminatio
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
tions Australion | Geotechnica
ia al
FIGUREES
SITE
Platinum Restaurant Group
Preliminary Geotechnical Investigation
175 Cleveland Street, Redfern, NSW
Site Locality Plan
Approved:
Approx Scale:
Date:
Drawn:
SITE
16/3/15
1:11750
SK
RP
1
Project: E22434 GA
Figure:
Suite 6.01, 55 Miller Street, PYRMONT 2009
Ph (02) 9516 0722 Fax (02) 9518 5088
Platinum Restaurant Group
Preliminary Geotechnical Investigation
175 Cleveland Street, Redfern, NSW
Borehole Location Plan
Approved:
Approx Scale:
Date:
Drawn:
16/3/15
1:300 @ A4
SK
RP
2
Project: E22434 GA
Figure:
Suite 6.01, 55 Miller Street, PYRMONT 2009
Ph (02) 9516 0722 Fax (02) 9518 5088
LEGEND
Map Source: Nearmap, 29 November 2014
Approximate Site Boundary
Approximate Borehole Location (EI, 2015)
Approximate Existing Borehole/Monitoring
Well Location
Preliminary175 ClevelaReport No.
y Geotechnical Inand Street, Redfe E22434 GA, 18
EnvironmenContaminatio
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
BO
tions Australion | Geotechnica
OREHOLE LOG
ia al
APPEND
REPORTS AND
IX A
D EXPLANATORRY NOTES
-
F
VSt
-
1.50
4.50
7.50
-
D
W
F
E-F
E
F
AD
/T
1.50
2.50
4.50
5.50
6.00
7.00
--
CI
-
SPT 0.50-0.95 m2,2,2N=4BH1_0.5-0.95
SPT 1.50-1.95 m1,2,3N=5BH1_1.5-1.95
SPT 3.00-3.45 m5,8,10N=18BH1_3.0-3.45
SPT 4.50-4.95 m5,20,20N=40BH1_4.5-4.95
SPT 6.00-6.10 m10 HBBH1_6.0-6.10
FILL: ASPHALT; 70 mm.
FILL: Gravelly SAND; fine to medium grained, black, gravel isfine to coarse, subangular bluestone and brick gravel, traceceramics.
Sandy CLAY; medium plasticity, pale brown to brown, sand isfine grained.
From 2.5 m, grey mottled red, no sand.
SHALE; red brown, inferred extremely low strength, inferredextremely weathered.
From 5.5 m, dark brown.
From 6.0 m, extremely low to very low strength.
From 7.0 m, dark grey.
Hole Terminated at 7.50 mTerminated due to rig failure.Backfilled with drilling spoil and concrete capped.
ROAD SURFACEFILL
RESIDUAL SOIL
WEATHERED ROCK
CO
NS
IST
EN
CY
DE
NS
ITY
GR
AP
HIC
LOG
PE
NE
TR
AT
ION
RE
SIS
TA
NC
E
RE
CO
VE
RE
D
ME
TH
OD
Field Material DescriptionSamplingDrilling
WA
TE
R
RLDEPTH
DE
PT
H(m
etre
s)
US
CS
SY
MB
OL
MO
IST
UR
EC
ON
DIT
ION
SAMPLE ORFIELD TEST SOIL/ROCK MATERIAL DESCRIPTION
BOREHOLE: BH1New Mixed-use Development
175 Cleveland Street, Redfern, NSW
Refer to Figure 2
E22434
Platinum Restaurant Group
Project
Location
Position
Job No.
Client
East 333588.1 m
North 6248688.1 m MGA94 Zone 56
Contractor Traccess Drilling Pty Ltd
Drill Rig MultiDrill 4000
Inclination -90°
This borehole log should be read in conjunction with Environmental Investigations Australia's accompanying standard notes.
Sheet 1 OF 1
Date Started 25/2/15
EIA
LIB
1.0
3.G
LB
Log
IS
AU
BO
RE
HO
LE 3
E
2243
4.G
PJ
<<D
raw
ingF
ile>
> 1
6/03
/201
5 15
:45
8.3
0.00
4 D
atge
l La
b an
d In
Sit
u T
ool
- D
GD
| L
ib:
EIA
1.0
3 20
14-0
7-05
Prj:
EIA
1.0
3 20
14-0
7-05
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0
2
4
6
8
10
12
Date Completed 25/2/15
Logged SK Date: 25/2/15
Checked RP Date: 16/3/15
-
VSt
-
0.50
1.80
2.50
5.50
6.50
-
D
D -M
D
-
F
E
F
H
AD
/T
0.50
1.60
1.80
2.50
5.50
6.50
--
-
CI
-
SPT 0.50-0.95 m5,3,2N=5BH2_0.5-0.95
SPT 1.50-1.95 m0,0,1N=1BH2_1.5-1.80BH2_1.8-1.95PP =225-255 kPa
SPT 3.00-3.45 m8,16,17 HBN=33BH2_3.0-3.45
SPT 4.50-4.95 m6,14,18 HBN=32BH2_4.5-4.95
SPT 6.00-6.13 m10 HBBH2_6.0-6.13
FILL: ASPHALT; 50 mm.
FILL: SAND; medium to coarse grained, brown, with somefine to coarse, subrounded gravel.
FILL: Clayey SAND; fine to medium grained, grey to brown,clay is of high plasticity, trace ceramics.
From 1.60 to 1.65 m, with some ash.
Sandy CLAY; medium plasticity, grey mottled red, sand is fineto medium grained.
SHALE; grey, inferred extremely low to very low strength,inferred extremely weathered.
From 5.5 m, inferred very low to low strength, inferreddistinctly weathered.
Continued as Cored Borehole
GW
NE
ROAD SURFACEFILL
RESIDUAL SOIL
WEATHERED ROCK
ROCK
CO
NS
IST
EN
CY
DE
NS
ITY
GR
AP
HIC
LOG
PE
NE
TR
AT
ION
RE
SIS
TA
NC
E
RE
CO
VE
RE
D
ME
TH
OD
Field Material DescriptionSamplingDrilling
WA
TE
R
RLDEPTH
DE
PT
H(m
etre
s)
US
CS
SY
MB
OL
MO
IST
UR
EC
ON
DIT
ION
SAMPLE ORFIELD TEST SOIL/ROCK MATERIAL DESCRIPTION
BOREHOLE: BH2New Mixed-use Development
175 Cleveland Street, Redfern, NSW
Refer to Figure 2
E22434
Platinum Restaurant Group
Project
Location
Position
Job No.
Client
East 333601.2 m
North 6248686.7 m MGA94 Zone 56
Contractor Terratest Pty Ltd
Drill Rig MCT-200
Inclination -90°
This borehole log should be read in conjunction with Environmental Investigations Australia's accompanying standard notes.
Sheet 1 OF 2
Date Started 6/3/15
EIA
LIB
1.0
3.G
LB
Log
IS
AU
BO
RE
HO
LE 3
E
2243
4.G
PJ
<<D
raw
ingF
ile>
> 1
6/03
/201
5 15
:45
8.3
0.00
4 D
atge
l La
b an
d In
Sit
u T
ool
- D
GD
| L
ib:
EIA
1.0
3 20
14-0
7-05
Prj:
EIA
1.0
3 20
14-0
7-05
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0
2
4
6
8
10
12
Date Completed 6/3/15
Logged SK Date: 6/3/15
Checked RP Date: 16/3/15
NM
LC
6.50
6.80
11.00
6.50
6.80
100
100
XW-
DW
SW
FR
50(67)
77(76)
6.63-6.68: BPx2 0° PR S CN
6.84: JT 20° ST RF Fe SN6.90-7.02: BPx6 0 - 5° PR RF Fe SN avg sp = 5-30 mm7.03-7.06: JT 45° PR RF Fe SN7.06-7.09: JT 50° PR RF Fe SN7.19: BP 0° PR S CN7.23: JT 5 - 20° UN RF Fe SN7.24-7.32: JT 60° IR RF Fe SN7.27-7.30: JT 60° PR RF Fe SN7.34: BP 0° PR RF Fe SN7.34-7.35: JT 20° PR RF Fe SN7.36-7.40: JT 0 - 80° IR RF CN7.42-7.44: JT 30° PR RF CN7.50-7.57: BPx3 0 - 10° PR RF Fe SN avg sp = 20-30mm7.50-7.67: JT 60° PR RF Fe SN7.61-7.64: DB7.64-7.70: JT 60° PR RF CN7.75-7.77: JT 30° PR RF CN7.89: BP 0° PR RF CN7.98-8.00: CS 20 mm, f-m, wedged8.13: BP 5° PR RF CN8.21: BP 5° PR RF CN8.30-8.34: JTx2 30 - 40° PR RF CN8.76: BP 0° PR RF CN8.97: HB9.00: HB9.08: HB9.39: BPx2 0° PR RF CN9.43: JT 10° PR RF CN9.43-9.63: JT 80° closed9.53: BP 0° PR RF CN9.69-9.77: JT 60° closed9.78-9.81: JT 40° PR RF CN9.97-10.05: CS 70 mm, f-c, a10.33: BP 0° PR RF CN10.54-10.57: JT 35° PR RF CN10.78: BP 0° PR RF CN10.90: BP 0° PR RF CN
Continuation from non-cored borehole
SHALE; dark grey, returned as stiff to very stiff, highplasticity sandy clay.
SHALE; bedding dipping 0-5 degrees, <1 mm thick,dark grey.
Hole Terminated at 11.00 mTarget Depth Reached.Backfilled with drilling spoil and concrete capped.
80-9
0% R
ET
UR
N
DE
PT
H(m
etre
s)
0.03
0.1
0.3
1 3 10DEPTHRL
Drilling
ME
TH
OD
WA
TE
R
Defect Information
INFERREDSTRENGTH
Is(50) MPa
EL
VL
L M H VH
EH
Field Material Description
10 30 100
300
1000
3000
AVERAGEDEFECTSPACING
(mm)
TC
R
WE
AT
HE
RIN
G
RQ
D (
SC
R)
GR
AP
HIC
LOG DEFECT DESCRIPTION
& Additional ObservationsROCK / SOIL MATERIAL DESCRIPTION
BOREHOLE: BH2New Mixed-use Development
175 Cleveland Street, Redfern, NSW
Refer to Figure 2
E22434
Platinum Restaurant Group
Project
Location
Position
Job No.
Client
East 333601.2 m
North 6248686.7 m MGA94 Zone 56
Contractor Terratest Pty Ltd
Drill Rig MCT-200
Inclination -90°
This borehole log should be read in conjunction with Environmental Investigations Australia's accompanying standard notes.
Sheet 2 OF 2
Date Started 6/3/15
EIA
LIB
1.0
3.G
LB
Log
IS
AU
CO
RE
D B
OR
EH
OLE
3
E22
434
.GP
J <
<Dra
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gFile
>>
16/
03/2
015
15:4
7 8
.30.
004
Dat
gel
Lab
and
In S
itu
Too
l -
DG
D |
Lib
: E
IA 1
.03
2014
-07-
05 P
rj: E
IA 1
.03
2014
-07-
05
0
2
4
6
8
10
12
Date Completed 6/3/15
Logged SK Date: 6/3/15
Checked RP Date: 16/3/15
REPORT OF BOREHOLE: BH2
Project: New Mixed-use Development East: 333601.2 m Depth Range: 6.50 m to 11.00 m
Location: 175 Cleveland Street, Redfern, NSW North: 6248686.7 m MGA94 Zone 56 Contractor: Terratest Pty Ltd
Position: Refer to Figure 2 Inclination: -90 Drill Rig: MCT-200
Job No. : E22434 Box: 1 of 1 LOGGED: SK DATE: 6/3/2015
Client: Platinum Restaurant Group Hole Depth: 11.00 m CHECKED:RP DATE: 16/3/2015
EI Form No.1 Rev.A October 2013
EXPLANATION OF NOTES, ABBREVIATIONS & TERMS USED ON BOREHOLE AND TEST PIT LOGS
DRILLING/EXCAVATION METHOD HA Hand Auger RD Rotary blade or drag bit
DTC Diatube Coring RT Rotary Tricone bit
NDD Non-destructive digging RAB Rotary Air Blast AS* Auger Screwing RC Reverse Circulation
AD* Auger Drilling PT Push Tube
*V V-Bit CT Cable Tool Rig
*T TC-Bit, e.g. ADT JET Jetting ADH Hollow Auger WB Washbore or Bailer
NQ Diamond Core - 47 mm
NMLC Diamond Core - 52 mm
HQ Diamond Core - 63 mm
HMLC Diamond Core - 63mm
BH Tractor Mounted Backhoe
EX Tracked Hydraulic Excavator
EE Existing Excavation
HAND Excavated by Hand Methods
PENETRATION/EXCAVATION RESISTANCE
L Low resistance. Rapid penetration/ excavation possible with little effort from equipment used.
M Medium resistance. Penetration/ excavation possible at an acceptable rate with moderate effort from equipment used.
H High resistance. Penetration/ excavation is possible but at a slow rate and requires significant effort from equipment used.
R Refusal/ Practical Refusal. No further progress possible without risk of damage or unacceptable wear to equipment used.
These assessments are subjective and are dependent on many factors, including equipment power and weight, condition of excavation or drilling tools and experience of the operator.
WATER
Water level at date shown Partial water loss
Water inflow Complete water loss
GROUNDWATER Observation of groundwater, whether present or not, was not possible due to drilling water, surface seepage NOT OBSERVED or cave-in of the borehole/ test pit.
GROUNDWATER Borehole/ test pit was dry soon after excavation. However, groundwater could be present in less permeable NOT ENCOUNTERED strata. Inflow may have been observed had the borehole/ test pit been left open for a longer period.
SAMPLING AND TESTING
SPT Standard Penetration Test to AS1289.6.3.1-2004 4,7,11 N=18 4,7,11 = Blows per 150mm. N = Blows per 300mm penetration following 150mm seating 30/80mm Where practical refusal occurs, the blows and penetration for that interval are reported RW Penetration occurred under the rod weight only HW Penetration occurred under the hammer and rod weight only HB Hammer double bouncing on anvil
Sampling DS Disturbed Sample BDS Bulk disturbed Sample GS Gas Sample WS Water Sample U63 Thin walled tube sample - number indicates nominal sample diameter in millimetres
Testing FP Field Permeability test over section noted FVS Field Vane Shear test expressed as uncorrected shear strength (sv = peak value, sr = residual value) PID Photoionisation Detector reading in ppm PM Pressuremeter test over section noted PP Pocket Penetrometer test expressed as instrument reading in kPa WPT Water Pressure tests DCP Dynamic Cone Penetrometer test CPT Static Cone Penetration test CPTu Static Cone Penetration test with pore pressure (u) measurement
RANKING OF VISUALLY OBSERVABLE CONTAMINATION AND ODOUR (for specific soil contamination assessment j t )R = 0 No visible evidence of contamination R = A No non-natural odours identified
R = 1 Slight evidence of visible contamination R = B Slight non-natural odours identified
R = 2 Visible contamination R = C Moderate non-natural odours identified
R = 3 Significant visible contamination R = D Strong non-natural odours identified
ROCK CORE RECOVERY
TCR = Total Core Recovery (%) SCR = Solid Core Recovery (%) RQD = Rock Quality Designation (%)
MATERIAL BOUNDARIES
= inferred boundary - - - - - - - - = probable boundary ? ? ? ? ? = possible boundary
EI Form No.2 Rev.A October 2013
METHOD OF SOIL DESCRIPTION
USED ON BOREHOLE AND TEST PIT LOGS
FILL
ORGANIC SOILS (OL, OH or Pt)
CLAY (CL, CI or CH)
COUBLES or BOULDERS
SILT (ML or MH) SAND (SP or SW)
GRAVEL (GP or GW)
Combinations of these basic symbols may be used to indicate mixed materials such as sandy clay
CLASSIFICATION AND INFERRED STRATIGRAPHY Soil is broadly classified and described in Borehole and Test Pit Logs using the preferred method given in AS1726 – 1993, (Amdt1 – 1994 and Amdt2 – 1994), Appendix A. Material properties are assessed in the field by visual/tactile methods.
Moisture content of cohesive soils may also be described in relation to plastic limit (WP) or liquid limit (WL) [» much greater than, > greater than, < less than, « much less than].
PARTICLE SIZE CHARACTERISTICS USCS SYMBOLS
Major Division Sub Division Particle Size Major Divisions Symbol Description
CO
AR
SE
GR
AIN
ED
SO
ILS
M
ore
than
50%
by
dry
mas
s le
ss
than
63m
m is
gre
ater
than
0.0
75m
m
Mor
e th
an 5
0% o
f co
arse
gra
ins
are
>2.
mm
GW Well graded gravel and gravel-sand mixtures, little or no fines.
GP Poorly graded gravel and gravel-sand mixtures, little or no fines.
GM Silty gravel, gravel-sand-silt
mixtures.
GC Clayey gravel, gravel-sand-clay
mixtures.
Mor
e th
an 5
0%
of c
oars
e gr
ains
ar
e <
2 m
m SW
Well graded sand and gravelly sand, little or no fines.
SP Poorly graded sand and gravelly
sand, little or no fines. SM Silty sand, sand-silt mixtures.
SC Clayey sand, sandy-clay
mixtures.
FIN
E G
RA
INE
D S
OIL
S
Mor
e th
an 5
0% b
y dr
y m
ass
less
tha
n 63
mm
is le
ss t
han
0.07
5mm
Liqu
id L
imit
less
<
50%
ML Inorganic silts of low plasticity, very fine sands, rock flour, silty
or clayey fine sands.
CL Inorganic clays of low to medium plasticity, gravelly clays, sandy
clays, silty clays.
OL Organic silts and organic silty
clays of low plasticity.
Liqu
id
Lim
it >
th
an
50%
MH Inorganic silts of high plasticity. CH Inorganic clays of high plasticity.
OH Organic clays of medium to high
plasticity.
PT Peat muck and other highly
organic soils.
BOULDERS >200 mm
COBBLES 63 to 200 mm
GRAVEL
Coarse 20 to 63 mm
Medium 6 to 20 mm
Fine 2 to 6 mm
SAND
Coarse 0.6 to 2 mm
Medium 0.2 to 0.6 mm
Fine 0.075 to 0.2mm
SILT 0.002 to 0.075 mm
CLAY <0.002 mm
PLASTICITY PROPERTIES
MOISTURE CONDITION
Symbol Term Description
D Dry Sands and gravels are free flowing. Clays & Silts may be brittle or friable and powdery.
M Moist Soils are darker than in the dry condition & may feel cool. Sands and gravels tend to cohere.
W Wet Soils exude free water. Sands and gravels tend to cohere.
CONSISTENCY
DENSITY
Symbol Term Undrained Shear Strength Symbol Term Density Index % SPT “N” # VS Very Soft 0. to 12 kPa VL Very Loose < 15 0 to 4 S Soft 12 to 25 kPa L Loose 15 to 35 4 to 10 F Firm 25 to 50 kPa MD Medium Density 35 to 65 10 to 30 St Stiff 50 to 100 kPa D Dense 65 to 85 30 to 50
VSt Very Stiff 100 to 200 kPa VD Very Dense Above 85 Above 50 H Hard Above 200 kPa
In the absence of test results, consistency and density may be assessed from correlations with the observed behaviour of the material. # SPT correlations are not stated in AS1726 – 1993, and may be subject to corrections for overburden pressure and equipment type.
MINOR COMPONENTS
Term Assessment Guide Proportion by Mass
Trace Presence just detectable by feel or eye but soil properties little or no different to general properties of primary component
Coarse grained soils: ≤ 5% Fine grained soil: ≤15%
Some Presence easily detectable by feel or eye but soil properties little or no different to general properties of primary component
Coarse grained soils: 5 - 12% Fine grained soil: 15 - 30%
EI Form No.3 Rev.B November 2014
TERMS FOR ROCK MATERIAL STRENGTH AND WEATHERING
CLASSIFICATION AND INFERRED STRATIGRAPHY Soil is broadly classified and described in Borehole and Test Pit Logs using the preferred method given in AS1726 – 1993, (Amdt1 – 1994 and Amdt2 – 1994), Appendix A. Material properties are assessed in the field by visual/ tactile methods.
STRENGTH
Symbol Term
Point Load Index, Is(50)
(MPa) #
Field Guide
EL Extremely Low < 0.03 Easily remoulded by hand to a material with soil properties.
VL Very Low 0.03
to 0.1
Material crumbles under firm blows with sharp end of pick; can be peeled with knife; too hard to cut a triaxial sample by hand. Pieces up to 30 mm can be broken by finger pressure.
L Low 0.1
to 0.3
Easily scored with a knife; indentations 1 mm to 3 mm show in the specimen withfirm blows of pick point; has dull sound under hammer. A piece of core 150 mmlong by 50 mm diameter may be broken by hand. Sharp edges of core may befriable and break during handling.
M Medium 0.3 to 1 Readily scored with a knife; a piece of core 150 mm long by 50 mm diameter can be broken by hand with difficulty.
H High 1 to 3 A piece of core 150 mm long by 50 mm diameter cannot be broken by hand but can be broken with pick with a single firm blow; rock rings under hammer.
VH Very High 3 to 10 Hand specimen breaks with pick after more than one blow; rock rings under hammer.
EH Extremely High >10 Specimen requires many blows with geological pick to break through intact material; rock rings under hammer.
# Rock Strength Test Results Point Load Strength Index, Is(50), Axial test (MPa)
Point Load Strength Index, Is(50), Diametral test (MPa)
Relationship between rock strength test result (Is(50)) and unconfined compressive strength (UCS) will vary with rock type and strength, and should be determined on a site-specific basis. UCS is typically 10 to 30 x Is(50), but can be as low as 5 MPa.
ROCK MATERIAL WEATHERING
Symbol Term Field Guide
RS Residual Soil Soil developed on extremely weathered rock; the mass structure and substance fabric are no longer evident; there is a large change in volume but the soil has not been significantly transported.
EW Extremely Weathered Rock is weathered to such an extent that it has soil properties - i.e. it either disintegrates or can be remoulded, in water.
DW
HW
Distinctly Weathered
Rock strength usually changed by weathering. The rock may be highly discoloured, usually by iron staining. Porosity may be increased by leaching, or may be decreased due to deposition of weathering products in pores. In some environments it is convenient to subdivide into Highly Weathered and Moderately Weathered, with the degree of alteration typically less for MW.
MW
SW Slightly Weathered Rock slightly discoloured but shows little or no change of strength relative to fresh rock.
FR Fresh Rock shows no sign of decomposition or staining.
EI Form No.4 Rev.B November 2014
ABBREVIATIONS AND DESCRIPTIONS FOR ROCK MATERIAL AND DEFECTS
CLASSIFICATION AND INFERRED STRATIGRAPHY Rock is broadly classified and described in Borehole Logs using the preferred method given in AS1726 – 1993, (Amdt1 – 1994 and Amdt2 – 1994), Appendix A. Material properties are assessed in the field by visual/ tactile methods.
ROCK MATERIAL DESCRIPTION
Layering Structure
Term Description Term Spacing (mm)
Massive No layering apparent Thinly laminated <6 Laminated 6 – 20
Poorly Developed Layering just visible; little effect on properties
Very thinly bedded 20 – 60 Thinly bedded 60 – 200
Well Developed Layering (bedding, foliation, cleavage) distinct; rock breaks more easily parallel to layering
Medium bedded 200 – 600 Thickly bedded 600 – 2,000 Very thickly bedded > 2,000
ABBREVIATIONS AND DESCRIPTIONS FOR DEFECT TYPES
Defect Type Abbr. Description
Joint JT Surface of a fracture or parting, formed without displacement, across which the rock has little or no tensile strength. May be closed or filled by air, water or soil or rock substance, which acts as cement.
Bedding Parting BP Surface of fracture or parting, across which the rock has little or no tensile strength, parallel or sub-parallel to layering/ bedding. Bedding refers to the layering or stratification of a rock, indicating orientation during deposition, resulting in planar anisotropy in the rock material.
Foliation FL Repetitive planar structure parallel to the shear direction or perpendicular to the direction of higher pressure, especially in metamorphic rock, e.g. Schistosity (SH) and Gneissosity.
Contact CO The surface between two types or ages of rock.
Cleavage CL Cleavage planes appear as parallel, closely spaced and planar surfaces resulting from mechanical fracturing of rock through deformation or metamorphism, independent of bedding.
Sheared Seam/ Zone (Fault)
SS/SZ Seam or zone with roughly parallel almost planar boundaries of rock substance cut by closely spaced (often <50 mm) parallel and usually smooth or slickensided joints or cleavage planes.
Crushed Seam/ Zone (Fault)
CS/CZ Seam or zone composed of disoriented usually angular fragments of the host rock substance, with roughly parallel near-planar boundaries. The brecciated fragments may be of clay, silt, sand or gravel sizes or mixtures of these.
Decomposed Seam/ Zone
DS/DZ Seam of soil substance, often with gradational boundaries, formed by weathering of the rock material in places.
Infilled Seam IS Seam of soil substance, usually clay or clayey, with very distinct roughly parallel boundaries, formed by soil migrating into joint or open cavity.
Schistocity SH The foliation in schist or other coarse grained crystalline rock due to the parallel arrangement of platy or prismatic mineral grains, such as mica.
Vein VN Distinct sheet-like body of minerals crystallised within rock through typically open-space filling or crack-seal growth.
ABBREVIATIONS AND DESCRIPTIONS FOR DEFECT SHAPE AND ROUGHNESS
Shape Abbr. Description Roughness Abbr. Description
Planar Pl Consistent orientation Polished Pol Shiny smooth surface
Curved Cu Gradual change in orientation Slickensided SL Grooved or striated surface, usually polished
Undulating Un Wavy surface Smooth S Smooth to touch. Few or no surface irregularities
Stepped St One or more well defined steps Rough RF
Many small surface irregularities (amplitude generally <1mm). Feels like fine to coarse sandpaper
Irregular Ir Many sharp changes in orientation Very Rough VR Many large surface irregularities, amplitude generally
>1mm. Feels like very coarse sandpaper
Orientation: Vertical Boreholes – The dip (inclination from horizontal) of the defect. Inclined Boreholes – The inclination is measured as the acute angle to the core axis.
ABBREVIATIONS AND DESCRIPTIONS FOR DEFECT COATING DEFECT APERTURE
Coating Abbr. Description Aperture Abbr. Description
Clean CN No visible coating or infilling Closed CL Closed.
Stain SN No visible coating but surfaces are discoloured by staining, often limonite (orange-brown) Open O Without any infill material.
Veneer VNR A visible coating of soil or mineral substance, usually too thin to measure (< 1 mm); may be patchy Infilled - Soil or rock i.e. clay, talc,
pyrite, quartz, etc.
Preliminary175 ClevelaReport No.
y Geotechnical Inand Street, Redfe E22434 GA, 18
EnvironmenContaminatio
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
tions Australion | Geotechnica
LABOR
ia al
APPEND
RATORY TEST C
IX B
CERTIFICATES
Client:
Moisture
Content
Condition:
Project: Report No:
Job No: Date Tested:
Test Procedure: AS4133 4.1
Sampling:
Sample
NumberBorehole ID Depth (m) Sample Description
Average Width
(mm)
Platen
Seperation
(mm)
Failure
Load
(kN)
Point Load
Index Is
(MPa)
Point Load
Index Is(50)
(MPa)
Notes
- 50.0 0.11 0.04 0.04
50.0 43.0 0.10 0.04 0.04
- 52.0 0.25 0.09 0.09
52.0 47.0 1.48 0.47 0.50
- 52.0 0.25 0.09 0.09
52.0 38.0 0.85 0.34 0.34
- 52.0 0.05 0.02 0.02
52.0 42.0 0.64 0.23 0.24
Authorised Signatory:
NATA Accredited Laboratory Number: 14874
Facility Name: Sydney Branch Site
Facility Location: 8/10 Bradford Street, Alexandria NSW 2015
Site No.: 22365
Comments:
POINT LOAD STRENGTH INDEX REPORT
Storage
History:
Preparation:
Core BoxesSuite 6.01, 55 Miller Street Pyrmont NSW 2009Address:
S2439-PLT
13/03/2015
As receivedEnvironmental Investigations
175 Cleveland Street, Redfern (E22434)
S15056
AS4133 4.1
Macquarie Geotechnical
3 Watt Drive
BATHURST NSW 2795
Rock strength tests - Determination of point load strength index
Date:
16/03/2015
Prepared in accordance with the test method
Chris Lloyd
Sampled by Client Date Sampled: Unknown
Test Type
Diametral
Axial
Diametral
Axial
Diametral
Axial
Diametral
AxialBH2S2442
Siltstone7.10-7.20S2440
S2439
Siltstone8.20-8.30
BH2
BH2
BH2S2441
Sandstone6.50-6.60
Siltstone9.30-9.40
The results of the tests, calibrations and/or measurements included in thisdocument are traceable to Australian/national standards. Accredited forcompliance with ISO/IEC 17025. This document shall not be reproduced,except in full.
Report Form: PL - ASM Issue 1 - Revision A - Issue Date 1/6/14 Page1of1
Client: Source:
Project: Report No:
Job No: Lab No:
Test Procedure: AS1289 2.1.1
AS1289 3.1.1
AS1289 3.1.2 Soil classification tests - Determination of the liquid limit if a soil - One point Casagrande method (subsidiary method)
AS1289 3.2.1
AS1289 3.3.1
AS1289 3.4.1
Sampling:
Liquid Limit (%): 31 Linear Shrinkage (%): 10.0
Plastic Limit (%): 16 Field Moisture Content (%): 17.6
Plastic Index: 15
Soil Preparation Method:
Soil History:
Authorised Signatory:
NATA Accredited Laboratory Number: 14874
Sampled by Client
175 Cleveland Street, Redfern (E22434)
Sample
Description:
Facility Name: Sydney Branch Site Facility
Location: 8/10 Bradford St, Alexandria NSW 2015
Site No.: 22365
Chris Lloyd
Soil classification tests - Calculation of the plasticity Index of a soil
Oven Dried
Soil Condition:
Dry Sieved
Linear
3 Watt Drive
Bathurst NSW 2795
Macquarie Geotechnical
Date:
16/03/2015
Prepared in accordance with the test method
Environmental Investigations BH1 1.50-1.95m
SOIL CLASSIFICATION REPORT
Preparation:
sandy CLAYSuite 6.01, 55 Miller Street Pyrmont NSW 2009Address:
Soil classification tests - Determination of the linear shrinkage of a soil - Standard method
S2437-PI
S2437
UnknownDate Sampled:
Soil classification tests - Determination of the plastic limit of a soil - Standard method
S15056
Soil moisture content tests (Oven drying method)
Soil classification tests - Determination of the liquid limit of a soil - Four point casagrande method
The results of the tests, calibrations and/or measurements includedin this document are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025. This document shallnot be reproduced, except in full.
0
5
10
15
20
25
30
35
40
10 20 30 40 50 60 70 80
Pla
sti
cit
y I
nd
ex %
Liquid Limit %
Plasticity Chart for Classification of Fine-grained Soils
Clay
Silt
Inorganic Silts and
Clays
Report Form:SCR - AS Issue 1 - Revision B - Issue Date 1/7/14 Page1of1
Client: Source:
Project: Report No:
Job No: Lab No:
Test Procedure: AS1289 2.1.1
AS1289 3.1.1
AS1289 3.1.2 Soil classification tests - Determination of the liquid limit if a soil - One point Casagrande method (subsidiary method)
AS1289 3.2.1
AS1289 3.3.1
AS1289 3.4.1
Sampling:
Liquid Limit (%): 38 Linear Shrinkage (%): 8.5
Plastic Limit (%): 22 Field Moisture Content (%): 14.9
Plastic Index: 16
Soil Preparation Method:
Soil History:
Authorised Signatory:
NATA Accredited Laboratory Number: 14874
Sampled by Client
175 Cleveland Street, Redfern (E22434)
Sample
Description:
Facility Name: Sydney Branch Site Facility
Location: 8/10 Bradford St, Alexandria NSW 2015
Site No.: 22365
Chris Lloyd
Soil classification tests - Calculation of the plasticity Index of a soil
Oven Dried
Soil Condition:
Dry Sieved
Linear
3 Watt Drive
Bathurst NSW 2795
Macquarie Geotechnical
Date:
16/03/2015
Prepared in accordance with the test method
Environmental Investigations BH2 4.50-4.95m
SOIL CLASSIFICATION REPORT
Preparation:
sandy CLAYSuite 6.01, 55 Miller Street Pyrmont NSW 2009Address:
Soil classification tests - Determination of the linear shrinkage of a soil - Standard method
S2438-PI
S2438
UnknownDate Sampled:
Soil classification tests - Determination of the plastic limit of a soil - Standard method
S15056
Soil moisture content tests (Oven drying method)
Soil classification tests - Determination of the liquid limit of a soil - Four point casagrande method
The results of the tests, calibrations and/or measurements includedin this document are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025. This document shallnot be reproduced, except in full.
0
5
10
15
20
25
30
35
40
10 20 30 40 50 60 70 80
Pla
sti
cit
y I
nd
ex %
Liquid Limit %
Plasticity Chart for Classification of Fine-grained Soils
Clay
Silt
Inorganic Silts and
Clays
Report Form:SCR - AS Issue 1 - Revision B - Issue Date 1/7/14 Page1of1
CERTIFICATE OF ANALYSIS 124935
Client:
Macquarie Geotech
3 Watt Dr
Bathurst
NSW 2795
Attention: Chris Lloyd
Sample log in details:
Your Reference: S15056, Refern
No. of samples: 2 soils
Date samples received / completed instructions received 11/03/15 / 11/03/15
Analysis Details:
Please refer to the following pages for results, methodology summary and quality control data.
Samples were analysed as received from the client. Results relate specifically to the samples as received.
Results are reported on a dry weight basis for solids and on an as received basis for other matrices.
Please refer to the last page of this report for any comments relating to the results.
Report Details:
Date results requested by: / Issue Date: 18/03/15 / 13/03/15
Date of Preliminary Report: Not Issued
NATA accreditation number 2901. This document shall not be reproduced except in full.
Accredited for compliance with ISO/IEC 17025. Tests not covered by NATA are denoted with *.
Results Approved By:
Page 1 of 6Envirolab Reference: 124935
Revision No: R 00
Client Reference: S15056, Refern
Misc Inorg - Soil
Our Reference: UNITS 124935-1 124935-2
Your Reference ------------- S2437 S2438
Depth ------------ 1.5-1.95 4.5-4.95
Type of sample
Sample ID
Soil
BH3
Soil
BH2
Date prepared - 12/03/2015 12/03/2015
Date analysed - 12/03/2015 12/03/2015
pH 1:5 soil:water pH Units 6.4 5.3
Chloride, Cl 1:5 soil:water mg/kg 20 <10
Sulphate, SO4 1:5 soil:water mg/kg 240 82
Resistivity in soil* ohm m 150 34
Page 2 of 6Envirolab Reference: 124935
Revision No: R 00
Client Reference: S15056, Refern
Method ID Methodology Summary
Inorg-001 pH - Measured using pH meter and electrode in accordance with APHA latest edition, 4500-H+. Please note
that the results for water analyses are indicative only, as analysis outside of the APHA storage times.
Inorg-081 Anions - a range of Anions are determined by Ion Chromatography, in accordance with APHA latest edition,
4110-B.
Inorg-002 Conductivity and Salinity - measured using a conductivity cell at 25oC in accordance with APHA 22nd ED 2510
and Rayment & Lyons. Resistivity is calculated from Conductivity.
Page 3 of 6Envirolab Reference: 124935
Revision No: R 00
Client Reference: S15056, Refern
QUALITY CONTROL UNITS PQL METHOD Blank Duplicate
Sm#
Duplicate results Spike Sm# Spike %
Recovery
Misc Inorg - Soil Base ll Duplicate ll %RPD
Date prepared - 12/03/2
015
124935-1 12/03/2015 || 12/03/2015 LCS-1 12/03/2015
Date analysed - 12/03/2
015
124935-1 12/03/2015 || 12/03/2015 LCS-1 12/03/2015
pH 1:5 soil:water pH Units Inorg-001 [NT] 124935-1 6.4 || 6.4 || RPD: 0 LCS-1 102%
Chloride, Cl 1:5
soil:water
mg/kg 10 Inorg-081 <10 124935-1 20 || 20 || RPD: 0 LCS-1 103%
Sulphate, SO4 1:5
soil:water
mg/kg 10 Inorg-081 <10 124935-1 240 || 260 || RPD: 8 LCS-1 115%
Resistivity in soil* ohm m 1 Inorg-002 <1.0 124935-1 150 || 160 || RPD: 6 [NR] [NR]
Page 4 of 6Envirolab Reference: 124935
Revision No: R 00
Client Reference: S15056, Refern
Report Comments:
Asbestos ID was analysed by Approved Identifier: Not applicable for this job
Asbestos ID was authorised by Approved Signatory: Not applicable for this job
INS: Insufficient sample for this test PQL: Practical Quantitation Limit NT: Not tested
NA: Test not required RPD: Relative Percent Difference NA: Test not required
<: Less than >: Greater than LCS: Laboratory Control Sample
Page 5 of 6Envirolab Reference: 124935
Revision No: R 00
Client Reference: S15056, Refern
Quality Control Definitions
Blank: This is the component of the analytical signal which is not derived from the sample but from reagents,
glassware etc, can be determined by processing solvents and reagents in exactly the same manner as for samples.
Duplicate : This is the complete duplicate analysis of a sample from the process batch. If possible, the sample
selected should be one where the analyte concentration is easily measurable.
Matrix Spike : A portion of the sample is spiked with a known concentration of target analyte. The purpose of the matrix
spike is to monitor the performance of the analytical method used and to determine whether matrix interferences exist.
LCS (Laboratory Control Sample) : This comprises either a standard reference material or a control matrix (such as a blank
sand or water) fortified with analytes representative of the analyte class. It is simply a check sample.
Surrogate Spike: Surrogates are known additions to each sample, blank, matrix spike and LCS in a batch, of compounds
which are similar to the analyte of interest, however are not expected to be found in real samples.
Laboratory Acceptance Criteria
Duplicate sample and matrix spike recoveries may not be reported on smaller jobs, however, were analysed at a frequency
to meet or exceed NEPM requirements. All samples are tested in batches of 20. The duplicate sample RPD and matrix
spike recoveries for the batch were within the laboratory acceptance criteria.
Filters, swabs, wipes, tubes and badges will not have duplicate data as the whole sample is
generally extracted during sample extraction.
Spikes for Physical and Aggregate Tests are not applicable.
For VOCs in water samples, three vials are required for duplicate or spike analysis.
Duplicates: <5xPQL - any RPD is acceptable; >5xPQL - 0-50% RPD is acceptable.
Matrix Spikes, LCS and Surrogate recoveries: Generally 70-130% for inorganics/metals; 60-140%
for organics and 10-140% for SVOC and speciated phenols is acceptable.
In circumstances where no duplicate and/or sample spike has been reported at 1 in 10 and/or
1 in 20 samples respectively, the sample volume submitted was insufficient in order to satisfy
laboratory QA/QC protocols.
When samples are received where certain analytes are outside of recommended technical
holding times (THTs), the analysis has proceeded. Where analytes are on the verge
of breaching THTs, every effort will be made to analyse within the THT
or as soon as practicable.
Page 6 of 6Envirolab Reference: 124935
Revision No: R 00
Preliminary175 ClevelaReport No.
y Geotechnical Inand Street, Redfe E22434 GA, 18
EnvironmenContaminatio
nvestigation fern, NSW March 2015
ntal Investigaton | Remediatio
tions Australion | Geotechnica
IMP
ia al
APPEND
PORTANT INFO
IX C
ORMATION
Important Information
SCOPE OF SERVICES
The geotechnical report (“the report”) has been prepared in accordance with the scope of services as set out in the con-tract, or as otherwise agreed, between the Client and Envi-ronmental Investigations (“EI”). The scope of work may have been limited by a range of factors such as time, budget, access and/or site disturbance constraints.
RELIANCE ON DATA
EI has relied on data provided by the Client and other individ-uals and organizations, to prepare the report. Such data may include surveys, analyses, designs, maps and plans. EI has not verified the accuracy or completeness of the data except as stated in the report. To the extent that the statements, opin-ions, facts, information, conclusions and/or recommendations (“conclusions”) are based in whole or part on the data, EI will not be liable in relation to incorrect conclusions should any data, information or condition be incorrect or have been con-cealed, withheld, misrepresented or otherwise not fully dis-closed to EI.
GEOTECHNICAL ENGINEERING
Geotechnical engineering is based extensively on judgment and opinion. It is far less exact than other engineering disci-plines. Geotechnical engineering reports are prepared for a specific client, for a specific project and to meet specific needs, and may not be adequate for other clients or other pur-poses (e.g. a report prepared for a consulting civil engineer may not be adequate for a construction contractor). The report should not be used for other than its intended purpose without seeking additional geotechnical advice. Also, unless further geotechnical advice is obtained, the report cannot be used where the nature and/or details of the proposed development are changed.
LIMITATIONS OF SITE INVESTIGATION
The investigation programme undertaken is a professional estimate of the scope of investigation required to provide a general profile of subsurface conditions. The data derived from the site investigation programme and subsequent labora-tory testing are extrapolated across the site to form an inferred geological model, and an engineering opinion is rendered about overall subsurface conditions and their likely behaviour with regard to the proposed development. Despite investiga-tion, the actual conditions at the site might differ from those inferred to exist, since no subsurface exploration program, no matter how comprehensive, can reveal all subsurface details and anomalies.
The engineering logs are the subjective interpretation of sub-surface conditions at a particular location and time, made by trained personnel. The actual interface between materials may be more gradual or abrupt than a report indicates.
SUBSURFACE CONDITIONS ARE TIME DEPENDENT
Subsurface conditions can be modified by changing natural forces or man-made influences. The report is based on condi-tions that existed at the time of subsurface exploration. Con-struction operations adjacent to the site, and natural events such as floods, or ground water fluctuations, may also affect subsurface conditions, and thus the continuing adequacy of a geotechnical report. EI should be kept appraised of any such events, and should be consulted to determine if any additional tests are necessary.
VERIFICATION OF SITE CONDITIONS
Where ground conditions encountered at the site differ signif-icantly from those anticipated in the report, either due to natu-ral variability of subsurface conditions or construction activi-ties, it is a condition of the report that EI be notified of any variations and be provided with an opportunity to review the recommendations of this report. Recognition of change of soil and rock conditions requires experience and it is recom-mended that a suitably experienced geotechnical engineer be engaged to visit the site with sufficient frequency to detect if conditions have changed significantly.
REPRODUCTION OF REPORTS
This report is the subject of copyright and shall not be repro-duced either totally or in part without the express permission of this Company. Where information from the accompanying report is to be included in contract documents or engineering specification for the project, the entire report should be in-cluded in order to minimize the likelihood of misinterpreta-tion from logs.
REPORT FOR BENEFIT OF CLIENT
The report has been prepared for the benefit of the Client and no other party. EI assumes no responsibility and will not be liable to any other person or organisation for or in relation to any matter dealt with or conclusions expressed in the report, or for any loss or damage suffered by any other person or or-ganisation arising from matters dealt with or conclusions ex-pressed in the report (including without limitation matters arising from any negligent act or omission of EI or for any loss or damage suffered by any other party relying upon the matters dealt with or conclusions expressed in the report). Other parties should not rely upon the report or the accuracy or completeness of any conclusions and should make their own inquiries and obtain independent advice in relation to such matters.
OTHER LIMITATIONS
EI will not be liable to update or revise the report to take into account any events or emergent circumstances or fact occur-ring or becoming apparent after the date of the report.
Rev.6, November 2013