Council archive · source document
08/0169 Information Response to DERM - 71 Seaview Terrace Sunshine Beach · 132008.169
Very large file (14.8 MB): the original may take a few minutes to open or download. The page text below is quick to read.
SCRC CORRESPONDENCE
AB0292926
u ::1
(.9
11
8 December 2010
Our Ref: 090644/ Office: Sunshine Coast
kha
DEVELOPMENT
MANAGERS
Council Ref: 2008/0169
Sunshine Coast Regional Council jev31opment Counter
Locked Bag 72
Sunshine Coast Mail Centre Qld 4560 - 8 DEC 2010
ATTENTION: Glen Conforti
Murooohydore
Dear Glen
INFORMATION RESPONSE LODGED
DEVELOPMENT APPLICATION (SUPERSEDED PLANNING SCHEME) - DETACHED HOUSE
71 SEAVIEW TERRACE, SUNSHINE BEACH
Please find enclosed our response to the Department of Environment and Resource Management
(DERM) Information Request that has now been lodged with DERM for assessment.
Should you have any questions with respect to the above, please do not hesitate to contact me direct.
Yours faithfully
KHA DEVELOPMENT MANAGERS
Nina Di Certo \ -\ SCRC
TOWN PLANNER M'dore
Moreton Bay Sunshine Coast North Qupt=nsland
18/42 King Street, Caboolture Old 4510 Suite 1, Corner Surf Road & Gardak Street 1C/41 Sturt Street, Townsville Qld 4810
PO Box 1712, Caboolture Qld 4510 Alexandra Headland Qld 4572 PO Box 5027, Townsville Qld 4810
p 07 5495 5318 r 1 0 7 5495 5317 PO Box 6380, Mam:h i jiore BC Qld 4558 p I C 7 4721 3066 r 1 07 4721 3088
p , 07 5443 2844 r U / 5443 7146
See the original
The page text is free to read. Viewing or downloading an original file needs an account.
Log in to see the originalFull text of pages 2 to 56 (of 61)
Page 2
X11
7 December 2010
Our Ref: 090644T
kha
DEVELOPMENT
MANAGERS
Your Ref: 323312
Department of Environment & Resource Management
PO Box 168
COTTON TREE QLD 4558
ATTENTION: Daniel Rose
Dear Daniel
INFORMATION RESPONSE
DEVELOPMENT APPLICATION (SUPERSEDED PLANNING SCHEME) - DETACHED HOUSE
71 SEAVIEW TERRACE, SUNSHINE BEACH
Further to the Department of Environment and Resource Managements Information Request of 9
December 2009 (and received 11 December 2009) for the abovementioned proposal we enclose
revised proposal plans (Attachment 1) prepared by Gavin Maddock Design Studio and now respond in
full to each of the items raised.
• Provide justification for the building works to be in the erosion prone area, consistent
with this Policy (e.g. structures are temporary or relocatable).
Response:
While it is acknowledged that the proposal may not fully comply with the policy, it is considered that
exceptional circumstances exist to justify approval in this instance. The subject site is the last
undeveloped beachfront allotment along Seaview Terrace. It is only a small extent of proposed works
for a single dwelling house that will be contained within the coastal management district, which
provides a substantial improvement in outcome and impact over and above the adjoining lands to the
south. As seen on plan 180_sk203 A, the lands to the immediate south of the site have houses wholly
or largely within the coastal management district. A setback of about 110m will still be maintained
from all works to the toe of frontal dune, representing substantial compliance with the required
coastal setback line. These works will also be at a level of at least 23m higher than the toe of frontal
dune. The location and site characteristics are not considered a high risk erosion prone area. As
required by the policy with allowable works, the proposed works do not extend any further seaward
than the existing building alignment for the neighbouring properties. Section 7 of the Structural
Design Concept Report in Attachment 2 provides specific reference to the works. As the site is the
last undeveloped allotment in this locality, approval of works within the coastal management district
will not set any precedent.
• Drawing number 180 sk103 of development application (SCRC application number
2008/169) identifies a line described as the "natural outline of human habitat area".
Provide justification/ methodology for arriving at this outline (i.e. line is not
representative of an outline of existing permanent / non-expendable private property,
infrastructure and buildings).
Ia ::.u 1.s 3uarl.h ^a^.. ► ^_^._^.^ul►t^t+:iiI^1_^1^^'^E,:
1Bay Sunshiny Coast North ouppr
16.142 King Street. Caboottuue Old 4510 Suite I Corner Surf Road & (3 dek Street 61-73. Sturt Street
PO Box 1712 Caboolture Otd 4510 Alexarxfra Headlarxf old 4572 PO Bo, )27. To,,
p , 07 5495 5318 IF 07 5495 5317 PO Box 6380. Maroochyyore 60 060 4558 0) .- . '3066
Page 3
2
Response:
The 'natural outline of human habitat area' shown on plan 180_sklO3 is representative of the extent
of land disturbance and building works existing to the south and then continuing along a similar
contour line through the subject site. This line was intended to represent an approximate contour
level where land disturbance and building works had occurred relative to the beach rather than a
setback distance that does not take into account changes in contour level and existing development
works.
• DERM will consider conditioning that future protection works will not be allowed to be
undertaken for any development or infrastructure in the erosion prone area. In this
regard, infrastructure or building works will not be supported in the erosion prone
area unless considered expendable. Demonstrate how the works proposed In the
erosion prone area (e.g. pool, decking, storm water infrastructure, sewage system and
guest quarters - bed 5) is expendable.
Response:
The proposed works within the erosion prone area will be constructed to current practice geotechnical
and structural engineering standard (refer Attachment 2). It is not expected that future protection
works will be required. We also note that all stormwater and sewerage infrastructure have been
removed from the erosion prone area. In any event there are more than a dozen existing houses
south of the site within the erosion prone area considerably closer to the toe of frontal dune than the
subject works. These existing houses face a much higher risk or requiring future protection works
than the subject site.
It is considered that the 125m setback from the toe of frontal dune for establishing the erosion prone
area should be a guide for assessing the State Coastal Management Plan. Particularly given that the
setback does not recognize differing erosion risk impacts associated with topography / contour levels.
Based on the identified toe of frontal dune line, the proposal achieves a setback of at least 110m
which is about 90% compliance with the 125m setback intent. As indicated above the works within
the setback line will also be at a level of at least 23m higher than the toe of frontal dune. Further, as
indicated on plan 180_sk203, the accuracy of the frontal dune line is questionable in an area of a
creek outlet (it is noted that it is this creek outlet indent area that largely results in the encroachment
into the setback area). If the frontal dune line was rationalized in this location (as suggested by Note
2 (ii) (b) on the Beach Protection Authority Erosion Probe Areas map SC3370F) then even less
intrusion into the erosion prone area would result.
It is considered that the proposal does not compromise the intent of the State Coastal Management
Plan and should be approved.
Should you have any questions with respect to the above, please do not hesitate to contact me direct.
Yours faithfully
KHA DEVELOPMENT MANAGERS
Page 4
3
ATTACHMENT 1
Proposal Plans
prepared by Gavin Maddock Design Studio
[OCR of page images]
ATTACHMENT 1
Proposal Plans
prepared by Gavin Maddock Design Studio
Page 5
Page 6
slinger residence
proposed new residence
71 seaview terrace, sunshine beach
o.o.box1982 noosoheo )d 4567 oefhaYa t61 7 5455 3327 f61 7 5455 3321 ganrmaddock.com wwwwganrmaddocki
gavinmaddockdesignstudio
Page 7
perspective
)A'.MNG5COPYRIWANDCANNOTBE RE ROIXICECN040dORNPARIORBYANYLEJANTWT1€v frTENPERMISSc*ICFGAYNIAADDOCKDESIGNSTUDC
slinger residence
proposed new residence
180 sk201 A perspective NTS 23.11.2010
71 seaview terrace, sunshine beach
1 61 7 5455 3321 enfo9agaviryroddcck.ccm wwww,gannmaddock.con
gavinmaddockdesignstudio
Page 8
locality plan
slinger residence
proposed new residence
180 sk202 site plan 1.1500 23.11 2010
71 seaview terrace, sunshine beach
gavinmaddockdesignstudio
Page 9
ADJACENT DWELLING RETAINS
ADJACENT DWELLING RETAINS VIEWS TO NATIONAL PARK FROM
VIEWS TO NATIONAL PARK FROM LOWER TERRACE
UPPER TERRACE
PROPOSED BUILDING LOCATED ON
VAST AREA OF UNDEVELOPED
HIGH SIDE OF PRO ERTY TO
LAND TO ENCOURAGE NATIVE
PRESERVE EXISTING VEGETATION
FLORA AND FAUNA
AND MAINTAIN HIG R LEVEL OF
±53% SITE COVER AND COASTAL MANAGEMENT DISTRCIT
COVER OF NON URBAN LINE 125m LINE SETBACK FROM
ZONING TOE OF FRONTAL DUNE
±29% SITE COVER AND
COVER OF NON'URBAN
ZONING
NO*UR
ZONING
VACANT SITES
PROPOSED q^VELLING IS SETBACK
FURTHER T N ANY OTHER
DWELLING SEAVIEW TERRACE
PROPOSED WELLING OCCUPIES
SIGNIFIC LY LESS AREA OF ITS
SITE TH ANY OTHER DWELLING OF
SAME ZONING. THEREFORE LOW
DENS( & LOW SCALE & LOW IMPACT
ON-URgA ±21% SITE COV SUNSHINE BEACH
ONING OF N URBAN
ZONING OUpLINE OF ORIGINAL PROPERTY
ZONING UN OBST .UCTED VI S
DIVISION FOR HOUSE LOTS,
IGIIER ITY TO BEACH
WEVER ZONED NON-URBAN TO
DETACHED HOUSESITES SURE NO FURTHER SUB-DIVISION
AS POSSIBLE, SO AS TO ENSURE
LOWER DENSITY BUFFER TO
NOtURSAN -1
(NATIONAL PARK
COMBINED WIDTH 0;: THE H:GH HTED ZO ING
0CiP OFPRQPER7ES DISPLAYS A
WIDTH TO THESUBJECT PROPS RTY THE
WE QUESTION THE NATURAL
LINE OF THIS FRONTAL DUNE &
DENSITY{ DISPLAYED Ok.. F GROUPED
UGGEST THAT THIS MAY BE
PROPERTIES'(WHICHARE SIMILAR TO AR ±26% SITE COVE
PROPERIES ALONG'SEAVIEW TERRACE FACING ON-UR MORE ACCURATE
±61% COVER OF ON URBA
THE BEACH) HAS ANIG 44TY THAN T T ONING
ZONING UN OBSTRUCTED VI S INE OF TOE OF FRONTAL
OF THE PROPOSED'bWELLING TO SITE RA TO BEACH
DUNE AS DETERMINED BY LAU
SURVEYORS
NON-URBAN ZONING APPLICABLE
TO SITES TO ENSURE NO FURTHER
SUBDIVISION
NON-URBAN ZONED PROPERTIES
ALL DEVELOPED AS RESIDENTIAL
SITES
0
z
locality plan - density
slinger residence
proposed new residence Dwry4re
180 sk203 A site plan 1:1500
' 23112010
71 seaview terrace, sunshine beach
p.o.bo 982 roosa.e
eDds Id 4561 antrolio 1 61 7 5455 3321 x61 7 5455 3321 el rlo8gwinmacaockcom wwwwgavir oddockcom
gavinmaddockdesignstudio
Page 10
MASS IN WHITE OF POTENTIAL EXISTING DWELLINGS TO REAR
FUTURE DEVELOPMENT ON MAINTAIN VIEWS TO BEACH
3 STOREY BUILDING VACANT SITE BEHIND
90% OF BUILDING BOTH OF THE REAR DWELLINGS
FACADE EXPOSED TO 3 STOREY BUILDING STILL
DO NOT COMPLY WITH COUNCILS
BEACH UNAFFECTED BY PRESENTS 2 STOREYS TO
8m HEIGHT RESTRICTION
PROPOSED DWELLING BEACH APPROX 12m TALL PROPOSED DWELLING NESTLED
FROM NATURAL GROUND INTO EXISTING ENVIRONMENT
PRESENTS AS A LOW SCALE
DWELLING FROM THE BEACH
NON URBAN ZONED NON URBAN ZONED
DEVELOPED PROPERTY DEVELOPED
PROPERTY BEHIND NON URBAN ZONED DEVELOPMENT PROPERTY BEHIND
NON URBAN ZONED
UNAFFECTED BY THE PROPOSED DWELLING APPROX
DEVELOPED PROPERTY
10 5mTALL ROM THE NATURAL GROUND LEVEL
NON URBAN ZONED
DEVELOPED PROPERTY
EXISTING IRECSFILTER'ING
PROPOSED DWELLING ,
NORTHERN MOST PART OF
SUNSHINE BEACH
beach perspective
THISRA'MNGISCCRW34fADCAW31ISRERRC ISE:N^SI-ELEr,RNF9TCRN'AWSECILMuVThCJ1T-c+FF1751'LdJICSICRCLT^VINI,IspGCrY..;ESGu$10':;,
slinger residence
proposed new residence D rq',
180 sk204 A perspective N.TS 2311 2010
71 seaview terrace, sunshine beach
p.o.bo0992 noosoheotls qld 4567 ous'roIO 161754553327 161754553321 e,'1c6govmmaddock.ccrrl wwvwgavirnaddockcom
gavinmaddockdesignstudio
Page 11
RAL BUFFER TO NATIONAL
IMILAR TO ADJACENT
TY =
25m SETBACK LINE FRO 1 OE OF FRONTAL
L MANAGEMENf DISTRICT LINE r
XIST'}IJdrB(AR'ALK
O PE S^D'
IAINTENANC
FXIRTINf;UFI(;HR(]I^R^fiI(„PTN]I ANr1\ \X-.
ECK IS SIT A FD BO DARY r
L EAT A HT OF 3. ABOV ZC36.
N
NA U?AL ROUND lF L AND NQ
COMi . l WI1 3m K
W1,
ISTING
N GHBOURIt G
D LLING.12 HI i
1OMAPPRO)ATUJ
ND LEVEL.'b E
WSA RETAIN^{{
EC. NEi.cR
lDGE OF ADJACENT BUIL
DOTS
r ^IOT
^ COMPLY WITH
SETS- K LowWGround Interior Deck/Tafrace '%Pool Garaq ) SuspondedWalkway
341m2 90m2 44m2
Ground Interior D eckrT errace Pod Suspended Walkway
657m2 261m2 150m2 . 88m2 158m2
;EW RENDE ED AND PAINTED G Level 01 Interior Deck/Terrace
l OCK RET NING WALL ON
BOUNDARY to REPLACE EXISTIN RP189884 b68m2 247m2 421112
LOG WALL HICH IS SUBSIDIN^ Deck7Terrace
Level 02 Interior Garag
831m2 558m2 273m2 80m2
XISTING R L ROPERTY DESCRIPTIOI
L GHBOURING LOT 1 Level 03 Interior Deck/T4gace Port C )chere
ELLIING N RP197117
244m2 130m2 414m2 176m
ARISH WEYBA
CWNTY MARCH Total Interior . Deck(Terrace Pod Garag & Porl C. Suspended Walkway
2741m2 1286m2 002rn2 88m2 256 158rr2
THISDUWtSriPC CAWTBE Af^kkOl ,.,r.EJ9N-ART (Y9,=.N6zc--_m 7IatATf^FI Ifv^EfAUGICNOFGmMWJ/)CxDESIGNSTXIp
slinger residence
proposed new residence rare
180sk205 site plan 1 500 23.11.2010
71 seaview terrace, sunshine beach
0.o. box;982 xoschears q1d 456/ ausraha x61154)53327 (61154553'2 elr8 gwsrmoddock.can wwwwgminmaddai.comn
gavinmaddockdesignstudio
Page 12
REHABILIT. TED LANDSCAPE-
REFER TO LANDSCAPE
ARCHITECTS DRAWINGS
\\ ,' f ,
- PROPOSEdMAINTANANCE.TRACK-
RL. 26.20 m
^--
.-^
1ry f- -
'I'-EXISTING PATH 'AMP
"QOARDWALIK TO BE UTILISED
AS MAINTENAI;ICE TRAO$cS
\ `1
lk,, z/ -- rd . .i,
0
m Oco y
^ ^} Iii
P02^Gd
0
C 1.z
TERRACE'
RL1.31,00 m
Lower Ground
slinger residence
proposed new residence)
Lower Ground 2.11.2010
71 seaview terrace sunshine beach
Page 13
H
sk22
REFER TO LANDSCAPE
ARCHITECTS DOCUMENTATION FORA
DETAILEbREHABILITATTON PLAN' \
.AND LANDSCAPE CONCEPTS
34 00 m.
RL. 38.00 m
\, BED 4
ENSUITE
EMBANKS.
RL. 38.00 m LANDSCAPEL
TERRACEW.' TOW ,, TERRACE. i
-..TIMBER STEPS AND-"
RL, 38 00 mN TRACK SET'AMOUNGST,.
LANDSCAPE
RL. 38.00m
K WAL. ©'3Q.0m)'
/ RL. 36.00 m
PERGOLA I POOL
ROOF OVER Ii
RL 38.00 m .'
TERRACE
RL. 36 00 m
Ground Plan
slinger residence
proposed new residence
round 2.11 2010
71 seaview terrace sunshine beach
gavinmaddockdesignstudio^
Page 14
42 BOUNDARY LINE
`S 100
97
REINFORCE CONCRETE
WALLS AND OPENINGS TO V
' PLY NTH THEBUSHFIRE-
MANAGEMENT PLAN & 3959
n BED
ROO
RL 34
ROOD `,
RL. 42.00'm
ENSUITE
x'41.85'
m' EXISTINGTREES
REHABILITATED LANDSCAPE
`-.REFER TO,LANDSCAPE
ARCHITECTSDETAILS
EXISTING ^C
T O.W
WALKWAY., ^ L. 42,00 m
RL. 41
WATERVIANKS
WATEFtTANk5` .., UNDER`
,UNDER
EXISTING TREES,
.\ _ `w
vRL 30. IDM
RL. 36.00 m RL 35;00 m
RP197117 TERRACE Pooh,
^ELOW
RL 38.65
I ^,
ENSUIT^
EXISTING TREES-..
Level 1 PRIVA^Y WALL
LANDSCAPED STAIRS
slinger residence
roposed new residence
Level 1
71 seaview terrace sunshine beach
Page 15
4,1 BOUNDARYLINE
Ir? 00 am
77
REINFORCE CONCRETE -
WALLS AND OPENINGS TO
-COMPLY 11W1Th THE BU$HrMr-
MANAGEMENT PLAN & AS3959
F
K221) RL. 44.50 '
EXISTING PROPERTY
SAUN9 SUSEVEED LANDSLAPING TO BE--
^ kL.'44.50 m [IMBF,F ^A REHABILITATED
V/ALKVVA
ROOF
AUNOR'
►' v
BELOW
EXISTING
COVER OVER
CONCRETE
ST,QRE WALKWAY
-,45.50
*.
RP197117
ROOF
STORE. OVER uc
RL.41 01 I I I IL\x ua.^^ ^ ,
KITCHEN
T,0 W
RL_ 42.00 (n-
Leve12 - EXISTI
ERRA€E PRIVACY WALL
LANDSCAPED STAIRS
LIVING
1sk209 Level 2 2.1120101
Page 16
`42
RL47.50 m
RO
TERRACE BELOW,
RL.42.00ii
RL 34.00 m; 11 jfljJ ROOF
RIL. .85.m
(UP
RI 4QIm N/ \ 9ANKED
TERRAC Lk'dCSCAPED
BELOW
=N LANDSCAI?ED
UP> TRACK
ZO IG ^XISTINGTRFES
CL 36OC
,NOR UR AN 3S
^VRORTE6QC ERG
RL 5000m_
REFER T, CIVIL ENGINEER'S
DUCUM NTATION FORS
DRAINI{-g DETAIL"
4
ROCK
WALL Q
'\RL. 45.501q 38m I
ROOF OVER
RL 53,00 m
BELOR ^CEE
._\ RL. 38.00 ^ 0
RL."P6.00 m
K38-65 m
uP,- OOF
\ I
600Mfi0Q ___
GRATED INLET
TO CIVIL ' 1q
OCEAN VIEWS ARE RETAINED E NG(NEE RS
FROM POOL DECK DETAIL
ENSUITE ROOF'\
OVER
r,JEIGHBOURING DEC va / \ BED 1
"ELt- 3 Um ABOVE
URALGROUND PRIVACY WALL
AE AT BOUNDARY
HIS DRAWING IS COPYHIJ, AN MADDOCK DESIGN SUDIC
slinger residenceU
proposed new residence
71 seaview terrace sunshine beach
anlroio 161 254553322 161 75AS53321 t rJoipw maddoct.co n
Page 17
42
GLARE PROHIBITIVf^
cRAVFLLED \
CRETE ROOF`
RL 4550m
F SOLAR NGL 37 7 m
3k221''^ AJv PANEL
9f [
RL 4600 m
\^. GARAGE.
NGL 38 15 m
L,47.50m`.
Im
'a N 1, Su,
TERRACE BELOW, TIMSh:
Dm WALKW.-.
RL.4.00m
RL 46 00 m
GLARE \
I^ROHIBITI
GRAVELLED',
CONCRETE
ROOF•\ /
RL 46 00 m
NGL 38 55 m
LANDSCAP
TRACK \
\ T61W
RL.31.00"Pn.
\ ISTING TREES \/`
L. 42.00
• f2
- RL50.1
LA ACAPED ^ \\ 1.
,StT ^ACK
X P.ORTE COCHERE
^-_ X . >... R L 4'0, m
RL 5300m
ROOF NGL 4515m
RL. 53.00 m-
GLARE
PROHIBITIVE 49.20 r fi fi
GRAVELLED
CONCRETI I \ $, TERRA E
RQOF RL 45.50 m
ROOF kl 5270 m
'RL.5400m \ RL52.70m1,1
NGL '. RRA BELOW
f RL 36. m
SoaaElm
I\ II
REFER'1'O.GIVIL
ENGINEER'S"; - RL. 53 30 m
0UCUMFsNTAAT10N f NGL 4540m
B
FOR DRAINGE
DETAIL
RL 5270m
h. at. NGL 44 80 m
Roof RL. 52.70 m
NGL 44 80 m
MS DRAM.NG IS COPYRIGHT, AND CANNOT BE REPRODUCED IN YMOLE OR IN PAP
OUTLINE OF ^
- Rk o3
NEIGHBOURIN
DWELLING
slinger residence
proposed new residence
180_sk211
71 seaview terrace sunshine beach
p.o. bor 1982 noow hoods old 4567 oudrolo 1617 5.553327 1617 54553321 • nlo69ovnnoddock.com
Page 18
NEIGHBOURING
POSSIBLE OUTLINE OF FUTURE POOL AND DEC
DWELLING ON LOT 5 ON ON BOUNDARY
RP1 07639 AT 28 McANALLY LINE
DRIVE
MUTED TONES TO OFF-
FORM CONCRETE WALLS
NEIGHBOURING DWELLING
UPPER LEVEL TERRACE
PROJECTS WELL FORWARD OF Roo
PROPOSED DWELLING 53000
Level 3
F50000
Level 2
Level 1
2000
MERV!TY
Ground Floo
ALL PA-N T 38000
WHITE -dM
SECURI
WALL
36000
F1 ! Lower Ground
31000
LANDSC.' E^1 CE
EFO TO LANDSCAPE
,yRCHITECTS DOCUMENTATION FOR
,ETAILED REHABILITATION PLAN
AND LANDSCAPE CONCEPTS
ANDSCAPED ROCK- r >-
ETAINING WALL
ELEVATED TIMBER
WALKWAY
North Elevation
slinger residence
proposed new residence
180 sk212 A North Elevation 1 : 250 22.11.2010
71 seaview terrace sunshine beach
p o. boy 1982 nooso heods old x567 ouslrolo 161754553327 161 7 5455 3321 a lnloggovlnmoddock.com
gavinmaddockdesignstudio
Page 19
.01
000,
North Elevation - showing surveyed trees
slinger residence
proposed new residence sa
180 sk212a ' A North 1 1:500 2311 2010
71 seaview terrace, sunshine beach
p.c pox 1982 rvc c Mods cod 4567 ms+ma 161 15455 33221 16115/55 3321 e:r1o4plmv oidoct.com w www aoxrno oct Corr
Elevation
gavinmaddockdesignstudio
Page 20
South Elevation
THIS DRAWING IS COPYRIGHT AND CANNOI BE REPRODUCED IN WHOLE OR IN PAR' OR BY ANY MEDIUM WITHOUT THE WRITTEN PERMISSION OF GAVIN MADDOCK DESIGN STUDIO
slinger residence
proposed new residence
180_sk213 A South Elevation 1 : 250 22.11.2010
71 seaview terrace sunshine beach
P.O. bo- 1982 nooso Neods Old 1567 ou60l0 161 7 54553327 1617 5155 3321 0 AJOSgc+crukk#.com gavinmaddockdesignstudio
Page 21
DRIVEWAY WALT.
REFER TO LANDSCA.
ARCHITECTS DOCUMENTATIQFOR
DETAILED REHABILITATION Pbchl^ .
AND LANDSCAPE CONCEPTS
East Elevation
?HIS DRAYANG IS COPYRIGHT. AHD CANNOT BE REPRODUCED IN WHOLE OR IN PART OR BY ANY WED UUVATHOUT THE %RITTEN PERMISSION OF GAVIN MADDOCK DESIGN STUDIO
stinger residence
proposed new residence 7wp%~ R-
180_sk214 A East Elevation 1 : 250 2211 .2010
71 seaview terrace sunshine beach
p.o. box 1982 nooso heods old 4567 "fold 161754553327 161 7 5455 3321 9 sfoagovrmoddod.com
gavinmaddockdesignstudio
Page 22
East Elevation - showing surveyed trees
MSLTIAWNG$f}ORY Gf"C4i3TBERE°ROXMNNNAEORN%AIORBs'N1li€ou WfHOPhfWtlTIENPERlASSMCFG"%U CIIOESp4STUM[
stinger residence
proposed new residence East 1 500 23-112010
180 sk214a I A
71 seaview terrace, sunshine beach Elevation gavinmaddockdesignstudio
p.obox1982 noosoheads dd 4567 ausnaka 1617 5455 3327 161754553321 eln govIfmaddodc.com wwww,gwirvswddock.com
Page 23
Roof -
53000
Level 3 T
50000
Level 2 -
45500
Level 1 T
42000
South West Elevation
stinger residence
5 g 'P0.' axsa an.+g Vn 6u. As
proposed new residence
180 sk215 A South West 1 : 250 122.11.2010
71 seaview terrace sunshine beach Elevation
p.o boo 1982 nooso heads Wd 4567 oushola 161 7 5455 3327 1617 5455 3321 • nIo^gawvnaddock.com
gavinmaddockdesignstudio
Page 24
SIGHT LINE
W 3000
ZVI
tt
z LANDSCAPED SETBACK
z REFER TO BOUNDARY
co DETAIL 180 sk116
Roof 'VF
53000
Level 3 -
50000
Level 2 -
45500
Level 1 1W
42000
Ground Floor -
38000
Pool T
36000
Lower Ground -
31000
Section A
slinger residence
proposed new residence )^rr.g Nunber Rewsm )vmng Name Saw )ro
180sk216 A SectionA 1:250 22.11.2010
71 seaview terrace sunshine beach
• infonpov^-addock can
gavinmaddockdesignstudio
Page 25
W
z
J
NEIGHBOURING
r DECK
CONCRETE
DRAIN TO
APPROX RL541m STORMWATER
ENGINEERS
DETAIL
LANDSCAPED
SETBACK TO
LANDSCAPE
ARCHITECTS
DETAILS
DRIVEWAY
RETAINING WALL
EXISTING
RETAINING
WALL
SIGHT LINE
EXISTING NEIGHBOURING
DWELLING DRIVEWAY DRIVEWAY SLAB
RETAINING WALL
SIGHT LINE
3000
4
LANDSCAPED
SETBACK REFER TO
boundary detail
BOUNDARY DETAIL ON
DRAWING sk217
Roof -
53000
GLARE PROHIBITIVE Level 3 VP
GRAVELLED 50000
CONCRETE ROOF
Level 2 1W
45500
TERRACE b Level1 -
42000
Ground Floor -
38000
Pool
36000
Lower Ground -
31000
Section B
stinger residence
proposed new residence
180_sk217 Section B As indicated 22.11.2010
71 seaview terrace sunshine beach
p.o. box 1982 noose heads ad 4567 avstralo 161 7 5455 3327 161 7 5455 3321 . n1o6govrw wddock.com
gavinmaddockdesignstudio
Page 26
EXISTING NEIGHBOUR
DWELLINGS SIGHT LINE
NEIGHBOURING DWELLING.
POOL AND DECK ON
BOUNDARY
LANDSCAPED
SETBACK REFER
TO BOUNDARY
DETAIL 180 0116
DRIVEWAY
WALL
Roof -
53000
ELEVATED WALKWAY
WITHIN EXISTING TREES
SPANNING BETWEEN
PODS
Level 2 -
45500
Level 1 -
42000
Ground Floor -
38000
Pool vr
36000
Section C
slinger residence
proposed new residence
180_sk218 A SectionC 1:250 22.11.2010
71 seaview terrace sunshine beach
p.o.box 1982 nooso hoods QId 4567 aulmlo 161 7 5455 3327 161 7 5455 3321 9 mloapanrrnoddock.com
gavinmaddockdesignstudio
Page 27
SIGHT LINE
EXISTING NEIGHBOURING
DWELLING
NEIGHBOURING DWELLING.
POOL AND DECK ON
BOUNDARY SIGHT LINE
LANDSCAPED
SETBACK REFER TO
BOUNDARY DETAIL
SIGHT LINE
Roof -
53000
Level 2
45500
Level 1 -
42000
Section D
slinger residence
proposed new residence "J x 5 NU'M1N1 RMnion Oew,5 Name Sc.. ;me
180_sk219 A Section D 1:250 22.11.2010
71 seaview terrace sunshine beach
p.o, box 1982 nooso heads dd 4567 oustoko 161 7 $455 3327 161 7 5455 3321 e'nfo6govnrroddock.corr
gavinmaddockdesignstudio
Page 28
Levell -
42000
Stie0.0 V'
0
Section E - Site
scale - 1:750
Section E
scale - 1:250
slinger residence
proposed new residence D,*, N-, R_ :),-,g %_ 5.. :-
180 sk220 A Section E As indicated 22.11.2010
71 seaview terrace sunshine beach
p.o.box1982 noosoneods ad 4567 ont'olo $61754553327 161 7 5455 3321 anlodpovx
nfo4govfvnodclock -corn
gavinmaddockdesignstudio
Page 29
EXISTING SURROUNDING BUIL
GARDEN WALL2m -
GAR
Roo WO
;
53000
50000 GARAGE
SPA AND
SAUNA
Section F
slinger residence
proposed new residence ".-g N,m! 6u.
180_sk221 A Section F 1 : 250 22.11.2010
71 seaview terrace sunshine beach
p.o. box 982 nooso heads qld 4567 ouslrolo 161 7 5455 3327 161 7 5455 [email protected]
gavinmaddockdesignstudio
Page 30
DRIVEWAY WALL
Roof T
53000
Level 3 'VF
50000
Level 2 VF
45500
TERRACE
Level 1
42000
Ground Floor
.. ^ .-.-.-.-.......---•-•-•-•-----.. -
38000
BALUSTRADE AT
272mIi
1' i 17
Section G
THIS DRAWING IS COPYRIGHT. AND CANNOT BE REPRODUCED IN WHOLE OR IN PMT OR BY ANY MEDIUM W1'HOUT THE WRITTEN PERMISSION OF GAVIN MADDOCK DESIGN STUDIO
slinger residence
proposed new residence D,w,g \nar R..'"
180_sk222 A Section G 1:250 22.11.2010
71 seaview terrace sunshine beach
p.o. box 1982 noosa heods old 4567 a istrolo 161 7 54553327 1617 5455 3321 . rdoVgow wr oddock.com gavinmaddockdesignstudio
Page 31
Section H
slinger residence
: - g 4m
proposed new residence 7n+9 -, R- Sl- .y3
'
180_sk223 A Section H 1 :250 22.11.2010
71 seaview terrace sunshine beach
p.o box 1982 rooso neodS old 4567 ausholo 161 754553327 16I 754553321 . rloggar+rroddock.cpn
gavinmaddockdesignstudio
Page 32
ATTACHMENT 2
Structural Design Concept Report
prepared by Tod Consulting Engineers
[OCR of page images]
ATTACHMENT 2
Structural Design Concept Report
prepared by Tod Consulting Engineers
Page 33
Page 34
STRUCTURAL DESIGN CONCEPT
PROPOSED RESIDENCE FOR SLINGER
AT
71 SEAVIEW TERRACE, SUNSHINE BEACH
Prepared for Mr A. Slinger and Mr Gavin Maddock Architect
17 November 2010 Job No. 09578 Issue `E'
I
Page 35
TOO ISULTING
Table of Contents
1.0 Summary 3
2.0 Introduction 4
3.0 Project Description 4
3.1 Scope 4
3.2 General 5
3.3 Site Conditions 5
3.4 Construction Management Plan 5
3.5 Construction of Retaining Walls and Excavation 7
4.0 Design Loading Criteria 8
4.1 General 8
4.2 Codes and Specifications R
4.3 Loading Criteria 9
4.4 Deflection Criteria 10
5.0 Materials Specification 11
5.1 Concrete 11
5.2 Reinforcing Steel 11
5.3 Formwork I1
5.1 Structural Steel 11
6.0 Structural Framing System 11
6.1 General Structural System 11
6.2 Lateral Resistance 12
6.3 Drainage 13
7.0 Pool/Tcrracc Building
7.1 General Structural System 14
7.2 Lateral Resistance 15
7.3 Drainage 15
Appendix MCU Tod Consulting Drawing List
09578 - P1 MCU Works General Notes
P2 MCU Works General Notes
P3 MCU Works Locality Plan Drawing Schedule
P4 MCU Works Site Plan Access
P5 MCU Works Bulk Excavation & Piling
P6 MCU Works Site Sections
P7 MCU Works Construction Procedure
P8 MCU Works Construction Detail
P9 MCU Works Excavation Plan
Page 36
TOO "NSULTING
1.0 Summary
The proposed residence at 71 Seaview Terrace, Sunshine Beach comprises the
following:
• Generally two living levels
• Access driveway at road level/roof level, ramping down to garage level
• External terraced areas, pool and access corridors
• Elevated timber and steel walkway and observation deck
The Structural design of the project will consider the steep sandy nature of the site
and will be carried out in accordance with the relevant Australian Standard Codes
of Practice including but not limited to the following:
• AS/NZS 1170 Part I Loading Code : Dead and Live
• AS/NZS 1170 Part 2 Loading Code : Wind
• AST'NZS 1170 Part 4 Loading Code : Earthquakes
• AS2159 Piling Code
• AS 3600 Concrete Structures
• AS 3700 Masonry Code
• AS 4100 Steel Structures
• AS2783 Swimming Pool Code
• Building Code of Australia
The maximum loading deflection criteria to be adopted for the development is as
follows:
a) Horizontal (Lateral) movement (wind and seismic)
Total not greater than Height/500 (at maximum permissible stress loads)
Inter-storey not greater than Floor to Floor Height/5f0 (at maximum
permissible stress loads)
b) Horizontal (lateral) movement of retaining walls due to horizontal loads
from retained soil and surcharge - not to exceed height/500.
c) Vertical movement (dead plus live load)
Slab and beams are to be designed to achieve the following maximum
deflection criteria
Incremental Deflection
General Span/500 or 15mm (whichever is less)
Long Term Deflection
Slabs Span/500 or 15mm (whichever is less)
Beams Span/500 or 15mm (whichever is less)
Spandrel Beans Span/500 or 15mm (whichever is less)
Total allowable 20mm max to end spans
(Slab I Beam) 20mm to internal spans
Cantilever Span/250 or 10mm (whichever is less)
The structural framing system is to comprise a reinforced concrete frame utilising
permanent reinforced concrete slabs, beams and columns. External decks and the
garage floors are to be 40 MPa reinforced concrete slabs and beams. All piled
3
Page 37
TODCONSULTING
footings are to be founded into very dense sands, stiff clays or weathered
sandstone, at least 5m below any 27° sand slip line projected from the base of the
slope, and at least 7m below existing ground line, whichever is deeper. Piled
footings may need to be founded deeper than these levels depending on
excavation depth and pile loads.
2.0 Introduction
The following design criteria details the required structural performance criteria
for the proposed residence. It establishes the overall structural performance
requirements along with a series of minimum standards for specific design and
construction technical controls of the works.
Reference Documentation:
• Site Survey Drawings by Lawrence & Partners
• Gavin Maddock Design Architectural Drawing 180 - Sk206
Sk207
Sk208
Sk209
Sk210
Sk2l7
Sk220
• Geotechnical Reports by SCG dated 24.3.09 and Morrison Geotechnical dated
September 2009.
3.0 Proiect Description
3.1 Scope
The work covers the entire main house building structure including but not
limited to CFA (Continuous Flight Auger) concrete and galvanised screw
steel piled footings, slabs on ground, retaining walls, external pavements,
temporary and permanent structural steel wall strut framing, structural
steel supports for claddings, block walls, suspended floors, roofs,
walkways, stairs and other minor structural items.
Fully piled and laterally restrained foundations support the
bedroom/terrace/pool building built on a steeper section of sand dune
towards the eastern boundary. This design will be quite stable and capable
of withstanding possible on-going downhill slippage of the loose surface
sands.
Item 7.0 below provides a more detailed outline of our proposed design
for the pool/terrace building.
A significant component of the project is the construction of the
contiguous piled retaining structures which shall be horizontally strutted
during excavation by the "top-down" method of constructing the roof slab
first, and/or using temporary or permanent diagonal steel struts down to
4
Page 38
TODCON
secure piled foundations approximately 10-12m further down slope. The
western contiguous piled retaining wall could be more economically
constructed using temporary tie-back ground anchors installed into the
adjacent properties, but it may not be possible to obtain permission from
those owners to do this.
The combination of cantilevered and strutted contiguous piled walls
throughout the building works will not only provide very stable working
platforms during the construction stage, but will also greatly enhance the
completed building's capacity to resist lateral loads and add significantly
to the stability of all areas uphill of the proposed works by limiting the
extent of any future surface sand slips.
Once the contiguous piled walls are completed and fully strutted where
required, the remainder of the reinforced concrete structure can be readily
constructed on a safe and stable building platform using traditional
formwork and cast-insitu methods.
3.2 General
the proposed residence comprises the following:
• Two living levels to the main residence
• Access driveway at road level/roof level.
• External terraced areas, pool and access corridors
3.3 Site Conditions
The information discussed below has been interpreted from the
geotechnical reports by Morrison Geotechnical (dated September 2009)
and SCG Consulting Engineers dated 24 March 2009.
In brief, boreholes drilled across the site encountered fairly consistent
tipper layer conditions comprising loose sands gradually increasing in
density with depth. Deeper surface conditions vary across the site from
dense sands to very stiff sandy clays overlying extremely weathered
sandstone at approximately RL33.
Ground water seepage and springs are likely to be encountered at any hard
impermeable layers following wet weather.
Due to the topography of the site all precautions must be taken to
minimise risk of surface sand slips and possible flow of loose surface
sands from excavated trenches and building platforms.
Surface sands are very loose and slope at gradients of between 23° and
32°.
The additional Geotechnical information provided in the Morrison
Geotechnical Report to 22.4m depth will be used to further develop the
structural design, and refine construction procedures.
5
Page 39
TODCONSULTING
Preliminary assessment indicates extremely weathered rock at approx 2-
3m below general excavation levels, which will significantly reduce risk
of slip, and provide massive horizontal restraint to retaining walls.
The loose surface sands arc very prone to erosion and slippage,
particularly where vegetation is removed or stormwater becomes
concentrated.
3.4 Construction Management Plan
The site is located at the northern end of a sealed access driveway off
Seaview Tce, with no off-site parking and set down areas for construction
equipment. The size of vehicles accessing the site is limited by the width
and layout of the common driveway.
The Contractor will face various challenges on this project due to the
limited access, however it is clear that local Builders have had sufficient
experience with these types of sites eg, at the adjacent homes in Seaview
Tee; the recent construction of Pat Rafter's house at 48 Seaview Tee; and
current construction along Park Rd, Noosa.
We suggest that the site is sufficiently large to accommodate all
construction vehicles and equipment/materials storage, providing the
Contractor plans his work carefully, and builds staged temporary access
ramp/platforms similar to our layout on 09578-P4.
During the initial piling stage of the project there will be very few
subcontractors (Piling Contractor and part-time Surveyor) on site and
therefore "Stage 1 Temporary Access Area" of about 700m2 indicated on
Drawing 09578-P4 should be adequate for all access, parking and storage.
Total number of cars on site would be less than five.
Once the contiguous piling is completed, screw piling will be completed
over the site and again there would be few other Subcontractors involved
in the works that time. (Piling Contractor and Part-time Surveyor)
By this stage the Contractor should have extended his temporary
access/parking/storage platform across to the northern area of the building,
"Stage 2 Temporary Access Area" indicated on 09578 - P4, greatly
increasing parking, access and storage for materials. Total number of cars
on site would not exceed 10. During this time there would still only be
about 4-5 different subcontractors on site:-
• Concretor/formworker
• Reinforcing fixing
• Plumber (part-time)
• Surveyor (part-time)
By the time the builder is constructing the floor slabs, we would expect
the number of subcontractors will increase up to approximately 10
occasionally, but the accessible area for parking and storage will he
6
Page 40
TOD ONSULTING
greatly increased, to include some areas of the permanent structural floors,
probably exceeding 1500m2.
The successful Contractor will be required to provide, as a contractural
condition of the building approval, a detailed Construction Management
Plan appropriate for this site and the extent of piling, excavation and
concreting work. The Plan shall cover the following issues:-
• Pre-construction
Submit a programme, construction method statements, traffic &
parking management plan, environmental and erosion protection
measures, nominated tree protection measures, etc as per
specifications, for approval. Complete Existing Condition Dilapidation
Inspection reports on surrounding buildings, and access driveway.
• Initial Site Access and Parking
Construct temporary benching and turn-around areas on site and
establish site office, temporary utilities connections, and survey
monitoring. Build sediment & erosion control measures, temporary
stormwater collection and disposal.
It may be economical to lease additional vacant land in the area to
provide temporary parking of construction vehicles, and storage of
equipment and materials. A vacant lot exists on McAnally Drive.
Parking would be prohibited in the access driveway running from
Seaview Tce to the site, and in the Council Beach Carpark.
• Contiguous Piling
Complete ground injection grouting, temporary access tracks and/or
platforms, and install CFA contiguous piles. The grout piling rig can
be off-loaded in Seaview Tce and driven on rubber tracks to the site,
as discussed with a Piling contractor, cement grout and reinforcing is
to be delivered progressively as the piling proceeds.
Temporary parking and materials storage will be at the south west
corner of the site.
• Excavation Works
A small excavator will be sufficient to remove and load sand into
normal-sized tip trucks for removal from site, perhaps with a small
hoist, Conveyor or crane from lower terraced areas.
Stockpiling of material on site will be limited by Geotechnical
approval to avoid localised surface slips. Subject to more detailed
analysis it may be possible to stockpile some materials in areas where
the stiff clays and/or weathered sandstone are closer to the surface.
Temporary access ramps & terraces can then be constructed below the
contiguous piled walls to create additional temporary parking and
storage areas across the site. Refer to our drawing 09578 - P4.
7
Page 41
TOOCONSULTING
• Foundations and Screw Piling
Once the main bulk excavation levels have been achieved, stable
terracing can be prepared to expand access, parking and material
storage on-site.
The Screw Piling Rig can be brought in on rubber mats from Seaview
Terrace, and piles delivered in short lengths and welded together on-
site as lengths of pile are installed.
• Pool/TerraceBedroom 5 Building
This area is directly connected to the main house construction by an
enclosed corridor and will be securely founded on a deep contiguous
piled wall and on deep screw piles laterally tied back by raking screw
piles to withstand the anticipated downhill sand pressure and other
lateral loads such as earthquakes and wind loadings. Temporary
access to this area will be limited by existing vegetation which must
be preserved, so it is anticipated that a crane will be used to deliver
materials to this area in conjunction with temporary piled stair/ramp
access.
• Structural Works
The remainder of the foundations, floor beams, slabs, columns etc, can
be constructed by traditional methods with materials being delivered
readily via the access driveway as required. The length of construction
materials will be limited by the size of delivery vehicles which can
safely access the bitumen driveway.
• Construct elevated timber walkway by using either temporary screw
piles and access platform or mini bentonite concrete piling rig (2m x
1.2m) to avoid damage to existing vegetation.
3.5 Construction of Retaining Walls and Excavations
The majority of the site is sloping at approximately 26° towards north-east
while the south-east and north-west areas of the block slope much more
steeply at around 32° towards the east.
Any material above a 27° line projected from the base of the hill of slope
is considered unstable and totally unsuitable for supporting any permanent
foundations or landscape structures.
The bedrooms and pool/terrace structure will be located on a steep
unstable area and will hence be supported on deep piled foundations
which will be laterally restrained by deep tension piles, sufficiently strong
to withstand the potential slippage of sand downhill against the footings
and piles.
The area along the western boundary slopes at approximately 26° and up
to 30° at the north-west corner, however the area uphill of to McAnally
Drive. The area west and uphill of the site is occupied by light-weight
timber residential structures, and a reinforced concrete pool supported on
deep piled foundations.
8
Page 42
TODCONSI
Our design and suggested construction procedure has taken into account
the critical staged nature of the proposed excavations, close proximity of
adjacent properties (especially the piled pool structure), the additional soil
loadings due to the uphill gradient, the loose and unstable nature of the
upper sand layers (particularly when vegetation is removed or disturbed)
and the limitations of piling machine size which can access the site.
The key features of our design and construction proposed are:-
• Stabilise surface sands along western boundary using URETEK (or
similar) ground injection
• Establish survey markers across site and on adjacent properties for
continual regular monitoring during construction
• Install extensive "Sediment/Erosion Control" fences
• Install temporary stormwater collection and disposal system; install
permanent 450mm stormwater drain in short sections, spoon drain and
gully pits along west boundary.
• Avoid ground vibrations
• Prepare engineered truck tum-around area(s) and access tracks/ramps
• Construct piled temporary access or engineer-designed cut-fill access
for 50T CFA pile rig and complete the western contiguous piled walls
• Progressively remove sand east of new walls and establish temporary
propping or ground anchor system. The ground tension anchoring
would be the more economical procedure if adjacent owners give
permission, but if this is not allowed, compression strutting is quite
feasible within the site, or top-down construction could be utilised.
• Extend temporary access/storage/ramp areas towards north and back to
south-east
• Complete roof slab (top-down method) for the main house structure or
continue excavation and propping/anchoring to required levels
• At all times the retaining walls are fully propped, drainage is in place,
and the CFA piling rig is operating on stable flat platforms without
any risk of slip or toppling
• Floor slabs laterally restrained by raking piles will provide permanent
horizontal strutting to the base of retaining walls
• Excavated sand can he removed by small hoist, conveyor belt, or crane
to dump trucks and used as excellent clean fill at another project
• Piling contractors have advised it is quite feasible to move the CFA
piling machine on rubber matting or use rubber tyres on the tracks
from the Seaview Terrace cul-d-sac to the site
• Once the contiguous piled retaining systems, piling, screw piles and
raking piles are in place (gradually progressing downslope), the
remaining work will be typical formed in-situ reinforced concrete
construction
• Sub-floor drainage will be connected through all contiguous piled
walls into vertical "wick" drains at approx. 4m centres
• Grout piled walls will be patched and grouted where necessary
A "dry" internal masonry wall and drained cavity will be provided at
all contiguous piled retaining walls
9
Page 43
TODCONSULTINI
• Back-fill over URETEK grouting with topsoil and re-vegetate for
perimeter planting as per Landscape Details
4.0 Design Loading Criteria
4.1 General
The following outlines the design loading criteria for the project.
Notwithstanding this outline, the structure will allow for all imposed loads
as outlined by the relevant Australian codes, and any loads imposed from
the selected construction methodology for the project works. The loads
during construction of the contiguous piled wall must he analysed at every
incremental stage of excavation and strutting.
Construction loads, especially loaded trucks and stored materials will be
agreed and confirmed with Contractor prior to commencement of
construction.
4.2 Codes and Specifications
The structural design of the project will be carried out in accordance with
the relevant Australian Standard Codes of Practice including but not
limited to the following:
* AS/NZS 1 170 Part I Loading Codc Dead and Live
* ASINZS 1 170 Part 2 Loading Code Wind
* AS/NZS 1170 Part 4 Loading Code Earthquakes
* AS 3600 Concrete Structures
* AS 3700 Masonry Code
* AS 4100 Steel Structures
* Building Code of Australia
4.3 Loading Criteria
Refer to the architectural documents for the extent of different floor use
areas and hence different live and super-imposed dead loadings, unless
noted otherwise:-
Dead Load
Floor slabs and beams self weight as calculated
Floor finishing - lobby and terraces 2.0 kPa
(tile and bed)
Air con and plumbing services,
and light weight ceiling 0.75 kPa + point loads
Other 0.25 kPa
Masonry partitions (where required) self weight as calculated
Soil, waterproofing, insulation self weight as calculated
10
Page 44
TOOCONSULTING
Live Load*
Balconies and stairs 4.0 kPa
Residential areas 2.5 kPa (Point Load 1.8 kN)
Internal garages 3.0 kPa (Point Load 9 kN)
Driveway, Service Vehicle
Delivery/Loading Area 10.0 kPa (Point Load 31 kN)
(or construction loading)
Mechanical and electrical plant rooms 8.0 kPa (min) (Point Load
4.5 kN)
External Terrace Areas 5.0 kPa (min)
* Design Live Load must never be less than construction loading
Earthquake Load
The building will be designed for seismic load in accordance with the
relevant Australian Standard being AS/NZS 1170.4.
• Importance Level 2
• Soil Factor: Class Ce (most of loose sand layer to be removed from
building platform)
• Earthquake Design Category I
Wind Load
The building will be designed for wind loads in accordance with the
relevant Australian Standards (being AS/NZS 1170.2) for the following
parameters:
Basic Wind Velocity VR - 57m/s (Ult Strength Limit State)
Region - B
Terrain Category - 2.0
Multiplier factors Mz, cat = 0.96, Ms = 1 .0, Mh = 1.3
Design Wind Speed - 72 m/s Ult limit state
60 m/s Permissible Stress Design
Soil Retaining Structures: Refer also to final Geotechnical Report
Soil Density = 19 kN/m3
Horizontal Pressure - sloping backfill Ko = 0.75;
horizontal backfi l l Ko = 0.5
Surcharge: adjacent blocks -allow 10 kPa L.L. surcharge.
Provide vertical wick drainage behind all contiguous piled retaining
structures at 4m centres
Provide continuous sub-soil drains behind all conventional retaining walls
Factor of safety against sliding:- temporary 1.2, permanent 2.0
11
Page 45
TOO
4.4 Deflection Criteria
a) Horizontal (Lateral) movement (wind and seismic)
Total not greater than Height/500 (at permissible stress loads)
Inter-storey not greater than Floor to Floor Height/500 (at
permissible stress loads)
b) Vertical movement (dead plus live load)
Slabs and beams are to he designed to achieve the following
maximum deflection criteria:
Incremental Deflection
General Span/500 or l 5mm (whichever is less)
Long Tcrm Deflection
Slabs Span/500 or 15mm (whichever is less)
Beams Span/500 or l 5mm (whichever is less)
Spandrel Beams Span/500 or 15mm (whichever is less)
Total allowable 20mm to end spans
(Slab + Beam) 20mm to internal spans
Cantilever Span/250 or 10mm (whichever is less)
Pre camber As required
5.0 Materials Specification
5.1 Concrete
Concrete Strengths (generally, unless noted otherwise on drawings)
It is envisaged the following concrete strengths will be used for various
elements across the design. taking special care with respect to the highly
corrosive marine environment.
Floor slabs and beams 32 MPa min internal,
40 MPa external
Load bearing walls and columns (typical) 32 MPa min internal,
40 MPa external
Foundations 25 MPa min/40 MPa max
Pool 40 MPa
External structural concrete elements of the building will have a design
durability classification B2, which complies with Table 4.3 AS 3600. (40
MPa concrete with 50mm external cover).
5.2 Reinforcing Steel
High strength Ductile Grade 500 MPa reinforcing steel will be used in the
design.
12
Page 46
TOO
5.3 Formwork
Formwork class is to be in accordance with the architectural specifications
and the relevant Australian Standards. Tolerances are to he suitahle for
the purpose to which they are to be used, but shall not exceed a maximum
deviation of 6mm measured over a 3 meter straight edge. Permanent steel
formwork (Condek or similar) may be used in internal areas to support
Suspended concrete slabs, and must be rigidly propped in accordance with
the supplier's written specification.
5.4 Structural Steel
Structural steel elements of the building will be designed in accordance
with the relevant codes. These elements will have a design durability
which complies with AS/NZS 4100. All external steel and exposed
internal steel shall be hot dipped galvanised and painted with 2 coats of an
approved high-build zinc-rich epoxy paint.
5.5 Screw Piling
All screw piling is to be hot dipped galvanised and epoxy painted for the
upper 2m, as well as filled with concrete grout.
6.0 Structural Framing System
6.1 General Structural System:
The proposed building is a two-storey reinforced concrete structure with a
reinforced concrete contiguous piled retaining wall system to support
excavations of approximately 2-5m. A mixture of grout replacement piles
and concrete-filled galvanised screw piles are proposed to support vertical
loads, and a range of raking galvanised screw piles or tie-back anchors are
intended to provide horizontal stability to the foundation by acting in
either tension or compression.
Structural System Summary:
• 600mm diameter contiguous CFA piled retaining walls, founded
sufficiently below excavation level to provide vertical capacity and
passive resistance to horizontal soil pressures
Isolated 600mm diameter CFA concrete piles
• Screw piles ranging from 50-80T to support column loads
• Raking screw piles to provide horizontal resistance to soil loads, wind
and earthquake loads
• Reinforced concrete ground beams and slabs will be used to provide
adequate permanent horizontal "strutting" of retaining walls and
rotational stability to pile/slab/upper column connections, and to resist
bending moments caused by pile eccentricity
• Sub-floor areas will be drained to relieve any potential build-up of
ground water pressure
13
Page 47
TOD ISULTING
• Areas behind contiguous piled walls will be fully drained by using
drilled-in steel "wick" drains, connected through the base of the wall
and discharged appropriately
• Upper structure comprises reinforced concrete columns, walls and
beam/slab system
• Roof spans vary up to 12m, requiring I m-2m deep cambered concrete
beams
• Roof/driveway slab will need a high grade trafficable waterproof
membrane or a trafficable slab may be considered over an insulated
waterproofing layer on the structural slab
• Garden terrace areas will be generally constructed on screw piles,
ground beams and suspended slabs over voids to avoid imposing
additional soil loads to the steep sandy slopes
• The pool/bedroom area, etc will be constructed of concrete slabs and
beams supported on galvanised screw piles penetrating at least 51n
below the 27° slip line, projected from the base of the slope, and 7m
below natural ground
• The elevated timber walkway running east-west from R.L.34 to
R.L.26.2 will be supported on 7-8m deep piles, designed to withstand
lateral drag of the loose surface sands.
6.2 Lateral Resistance
The lateral resistance to wind, earthquake and lateral soil forces will be
provided by reinforced concrete and blockwork bracing walls, cross
bracing, and a combined column/beam framing action. Raking tension
and compression piles will be designed and certified by others based on
their own design-construction methods and shall have the capacity to
safely resist horizontal loads from wind, earthquake and lateral soil
pressures, with a permanent factor of safety against sliding exceeding 2.0.
It is clear that the construction of the fully strutted and braced deep
contiguous piled walls will add significantly to the general stability of the
slope and of the areas uphill from all sections of new work, including the
adjacent properties.
6.3 Drainage
The areas behind the contiguous piled retaining walls will be drained by
the use of vertical perforated "wick" drains at approximately 4m centres,
connected through the piled wall just at the underside of the floor slab
level.
The design will include 100mm sleeved agricultural drain lines in gravel
and geotextile at the bottom of all retaining walls and under all floor slabs
in cut areas throughout the building.
Properly designed temporary and permanent drainage and silt collection
must be installed to avoid the risk of surface sands washing off site, during
and after construction of the project.
14
Page 48
TOO ''INSULTING
7.0 Pool/TerraceBedroom 5 Building
7.1 General Structural System
The Pool/Terrace Building is a tiered two-storey reinforced concrete
structure with a reinforced concrete contiguous piled retaining wall system
to support excavations of approximately 2.5m maximum. A mixture of
grout replacement piles and concrete-filled galvanised screw piles are
proposed to support vertical loads, and a range of raking galvanised screw
piles or permanent tie-hack anchors are intended to provide horizontal
stability to the foundation by acting in tension, and tying the foundations
back into the dense sands below the hill above.
Structural System Summary:
• 600mm diameter contiguous CFA piles retaining walls, founded
approximately 8m below excavation level to provide vertical capacity
and passive resistance to horizontal soil pressures
• Isolated 600mm diameter CFA concrete piles
• Screw piles ranging from 50-80T to support column loads
• Raking tension screw piles installed back into the hill, to provide
horizontal resistance to soil loads, wind and earthquake loads
• Reinforced concrete ground beams and slabs will he used to provide
adequate permanent horizontal "strutting" of retaining walls and
rotational stability to pile/slab/upper column connections, and resist
moments due to pile eccentricity
• Sub-floor areas will be drained to relieve any potential build-up of
ground water pressure
• Areas behind contiguous piled walls will be fully drained by using
drilled-in steel "wick" drains at about 4m centres, connected through
the base of the wall and discharged appropriately in separate drains
from internal cavity drainage
• Upper structure comprises reinforced concrete columns, walls and a
cantilevered beam/slab system to support the pool
• Roof terrace spans vary, requiring 2000mm deep cambered
cantilevered concrete beams to support pool
• Roof terrace slab will need a high grade trafficable waterproof
membrane or a trafficable slab may be considered over an insulated
waterproofing layer on the structural slab
• Garden terrace area will be generally constructed on screw piles,
ground beams and suspended slabs over voids to avoid imposing
additional soil loads to the steep sandy slopes
• The pool will be constructed of reinforced concrete poured in one
continuous pour. It will be entirely independent of the supporting
reinforced concrete super structure which must be completely
waterproofed and provided with a drained cavity. This building will
be supported on galvanised screw piles penetrating at least 5m below
the 27° slip line, projected from the base of the slope.
15
Page 49
TODCONS
7.2 Lateral Resistance
The lateral resistance to wind, earthquake and lateral soil forces will be
provided by reinforced concrete and blockwork bracing walls, and a
combined column/beam framing action and contiguous piling. Raking
piles will be designed and certified by others (RPEQ Engineers) based on
their own design-construction methods and shall have the capacity to
safely resist horizontal loads from wind, earthquake and lateral soil
pressure, with a permanent factor of safety against sliding exceeding 2.0.
The braced contiguous piled footings will also certainly add significantly
to the slope stability of the adjacent property on the southern boundary, by
interrupting any potential surface slippage towards the north-east and east.
7.3 Drainage
As with the main house structure the areas behind the contiguous piled
retaining wall will be drained by the use of vertical perforated "wick"
drains at approximately 4m centres, connected through the piled wall just
at the underside of the floor slab level.
The design will include 100mm agricultural drain lines in gravel and
geotextile at the bottom of retaining walls and under all floor slabs.
Properly designed temporary and permanent drainage and silt collection
must be installed to avoid the risk of surface sands washing off site, during
and after construction of the project.
BARRY GEORGE - MIE(Aust). CPEng. NPER3, RPEQ 1924
TOD CONSULTING ENGINEERS
16
Page 50
GENERAL NOTES STEELWORK STAINLESS STEEL
1 THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE ARCHITECT'S 1 ALL STEELWORK IS TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION 1 GRADE
AND LANDSCAPE ARCHITECT'S DRAWINGS AND THE SPECIFICATION. OF AS 4100 - SAA STEEL STRUCTURES ALL BOLTS SHALL BE GRADE 316 TUNS 531600) A4-70.
ANY DISCREPANCY TO BE REFERRED TO THE ENGINEER IN WRITING. AS 1554 - SAA STRUCTURAL STEEL WELDING NUTS SHALL BE DUPLEX 2205 GRADE TUNS 5318031
SET OUT TO BE DONE BY SURVEY USING DIGITAL FILE OF THE ARCHITECTS AS 1627 - METAL FINISHING - PREPARATION AND PRETREATMENT OF SURFACES
DRAWINGS IN CONJUNCTION WITH NECESSARY CRITICAL ON-SITE 2 WASHERS SHALL BE 316 TUNS 5316001, ELECTROPOLISHED OR PASSIVATED IN A
2 TWO COPIES OF SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER AND 20% TO 25% NITRIC ACID SOLUTION FOR AT LEAST 30 MINUTES AT 40'C TO 60•C
DIMENSIONS AND CLEARANCES
ARCHITECT AND APPROVAL OF SAME OBTAINED PRIOR TO COMMENCING IN ACCORDANCE WITH ASTMA380.
2 ALL DIMENSIONS ARE TO BE CHECKED ON SITE BEFORE WORK COMMENCES. FABRICATION 3 NUTS AND BOLTS SHALL COMPLY WITH ISO 3506 IDENTIFICATIONS OR , IF NOT SO
3 DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE STRUCTURAL DRAWINGS
3 UNLESS OTHERWISE NOTED THE SIZE OF THE FILLET WELDS SHALL BE 6 mm MARKED, SHALL BE PROVIDED WITH MILL OR NATA CERTIFIED TESTS RESULTS
4 THE FOUNDATION MATERIAL TO BE CHECKED BY GEOTECHNICAL ENGINEER CONFIRMING GRADE AND STRENGTH
4 ALL STEELWORK UNLESS OTHERWISE NOTED. SPECIFIED OR APPROVED. SHALL BE HOT
BEFORE THE POURING OF THE FOUNDATIONS IS COMMENCED.
DIPPED GALVANISED INCLUDING NUTS, BOLTS and WASHERS TO AS 1650 4 BOTH SHALL HAVE ROLLED THREADS THE NUTS AND WASHERS SHALL BE
5 THE FOUNDATION MATERIAL MUST BE CAPABLE OF WITHSTANDING A BEARING
5 STEELWORK ENCASED IN CONCRETE SHALL BE PAINTED WITH AN APPROVED HIGH BUILD ELECTROPOLISHED OR PASSIVATED IN A 20' TO 25' INTRIC ACID SOLUTION FOR
PRESSURE OF NOT LESS THAN 200 kPa 2-PART MARINE EPOXY A LEAST 30 MINUTES AT 40'C TO 60•C IN ACCORDANCE WITH ASTMA380
6 THE STRUCTURES HAVE BEEN DESIGNED TO CARRY THE FOLLOWING LIVE LOADS -
WITH 10 GAUGE (325 mm) BLACK WIRE AT 100 mm PITCH. 50 mm COVER 5 BOLTS SHALL BE TIGHTENED TO THE MANUFACTURER'S RECOMMENDED TORQUE USING A
BALCONYS 5.0 kPa INTERNAL AREAS 3.0 kPa 6 TIE STEEL FABRICATOR SHALL PROVIDE ALL BOLTS NECESSARY FOR THE ERECTION
7 THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING WIND LOADS - TORQUE WRENCH. NUTS SHALL BE LUBRICATED WITH A NICKEL BASED.
OF THE STEELWORK AND BOLT HOLES AND CLEATS NECESSARY FOR THE ERECTION
DESIGN GUST WIND SPEED (PERMISSIBLE STRESS METHOD( ANTI-SEIZE LUBRICANT SUBJECT TO THE APPROVAL OF THE SUPERINTENDENT
OF TIMBER WORK AS SHOWN. NOTED OR IMPLIED ON THESE DRAWINGS OR THE
OF SS METERS/SE( TERRAIN CATEGORY 2 ARCHITECT'S DRAWINGS AND SPECIFICATION
8 THE TIED-BACK CONTIGUOUS, PILED WALL SHALL BE DESIGNED AND CERTIFIED 7 BOLTS SHALL BE 316 STAINLESS STEEL INSULATED FROM MEMBERS ALUMINIUM NOTES
BY THE PILING CONTRACTOR'S RPED HIGH STRENGTH STRUCTURAL BOLTS SHALL BE
9 THE CONTRACTOR SHALL PROVIDE A COMPLETE MAINTENANCE SCHEDULE AND GRADE 8.8 COMMERCIAL BOLTS SHALL BE GRADE 46 1 ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH AS1664
WARRANTIES FOR THE PROJECT INCLUDING BUT NOT LIMITED TO..- 8 THE ROOF STRUCTURE HAS BEEN DESIGNED FOR NORMAL ROOF LOADS ONLY AND 2 ALUMINIUM SECTIONS SHALL COMPLY WITH AS1734, AS1866 DR AS1867
SURFACE TREATMENT OF PRECAST BEAMS AND PILES DOES NOT ALLOW FOR ANY EXTRANEOUS LOADS SUCH AS HOISTS, MONORAILS. ETC. 3 ALL WELDING SHALL COMPLY WITH AS1665
FLEXIBLE SEALANTS EXCEPT WHERE SHOWN ON DRAWINGS 4 ALL WELDING SHALL BE (ARMED OUT USING ARGON GAS SHIELDING
TIMBER PRESERVATIVES
PAINTED GALVANISED STEEL 9 WHEN SHOP SPLICES ARE NECESSARY IN BEAMS OR TRUSSES THE POSITION OF 5 ALUMINIUM EXTRUSIONS SHALL BE ALLOY 6D61T6
ALUMINIUM THE SPLICES SHALL BE APPROVED BY THE ENGINEER. SHOP SPLICES SHALL BE 6 PLATE IS TO BE ALLOY S083 H321
SURFACE SEALANTS OF STONEWORK AND GROUT
COMPLETE PENETRATION BUTT WELDS 7 TREAD PLATE IS TO BE ALLOY 5251 H34
K PROPRIETARY MORTARS AND GROUTS
8 BOLTS SHALL BE INSULATED FROM ALUMINIUM BY THE USE OF A 1mm
10 THE SET OUT OF STRUCTURAL MEMEBERS FOR THE PRE-CAST CONCRETE E11Y SMALL BE
ENTIRELY DEPENDENT N THE ACCURATE PLACEMENT OF THE PI PEES. WH(H MUST
ADDITIONAL STEELWORK NOTES SLEEVE ON THE BOLT SHANK AND 3mm THICK NYLON WASHERS
DETERMINE THE CENTRE LINE OF THE H.S. HEADSTOCK BEAMS. P1 PEES MUST BE PLACED UNDER BOLT HEAD AND NUT
ALL STEELWORK TO BE H.D. GALVANIZED AND APPROVED
WITHIN DNN OF THEIR DESIGNATED LOCATION. THE CONTRACTOR MUST CARRY OUT A EPOXY PAINTED AFTER FABRICATION - LINO
SURVEY OF THE AS CONSTRUCTED PILES AND ONLY THEN PROCEED WITH CONSTRUCTION D 19.1110 FOR APPROVAL
H.S. HEADSTOCK, 818 B2 BEARERS AND EB EDGE BEAMS.
ALL WELDS ARE TO BE 6mm CONTINUOUS FILLET
WELDS . UNLESS NOTED OTHERWISE
SEDIMENT / EROSION CONTROL C 17.1110 FOR APPROVAL
11 PROVIDE A FIE( SET OF AS-CONSTRUCTED DRAWINGS OF THE PROJECT, N(LUDNG ALL PILE ALL EXPOSED SITE WELDS ARE TO BE WIRE BRUSHED B 12.1110 PRELIMINARY ISSUE TO CONSULTANTS
AND TO HAVE ZINC STICK APPLIED AND EPOXY PAINT REFER TO THE ENVIRONMENTAL MANAGEMENT PLAN FOR ADDITIONAL REQUIREMENTS.
LOCATIONS, DEPTHS, LOCATION AND LENGTH Of TIE BACK ANCHORS, (ROUND BEAMS. JETTY ALL SHS AND CHS TO BE 3SO MPa GRADE STEEL A 28.10.10 PRELIMINARY ISSUE TO ARCHITECT
SET OUT, CONCRETE WALL ETC. ALL AREAS SUBJECT TO FILLING TO BE TOPSOILED AND GRASS-SEEDED AS DIRECTED BY THE
ENGINEER UPON COMPLETION OF EARTHWORKS m„
D ALL WORKS ARE TO BE CARRIED OUT N ACCORDANCE WON THE APPROVED ENVIRONMENTAL I 'll-,"',
MANAGEMENT PLAN. I EMP I TIMBER SEDIMENT FENCES/FILTER DAMS SHALL BE ERECTED AS DIRECTED BY THE ENGINEER UPON
COMMENCEMENT OF EARTHWORKS AND SHALL BE MAINTAINED UNTIL GRASS COVER IS
1 ALL THE WORK IN STRUCTURAL TIMBER IS TO BE EXECUTED IN ACCORDANCE WITH
ESTABLISHED TO THE SATISFACTION OF THE ENGINEER SEDIMENT FENCES SHALL BE APPROVED
DESIGN LOADING CRITERIA THE CURRENT EDITION OF - AS 1684 - NATIONAL TIMBER FRAMING CODE
AS 1720 - SAA TIMBER STRUCTURES CODE
SILT FENCE MESH ANCHORED BY STAR PICKETS AT MAXIMUM 20M CENTRES PROPOSED RESIDENCE
AS 1328 - GLUED LAMINATED STRUCTURAL TIMBER MESH COVERS SHALL BE PLACED OVER FIELD INLETS PIT GRATES AND APPROVED AGGREGATE
RAMPS, DRIVEWAYS, DECKS WINCH CAN POSSIBLY BE ACCESSED BY LIGHT IMAINTENAN(EI VEHICLES,
S kfa DISTRIBUTED , 13 IN PONT LOAD. 2 THE TIMBER USED MUST BELONG TO STRESS GRADE F17 IUNLESS NOTED OTHERWISE) FILLED FILTER BLOCKS SHALL BE PLACED IN ALL SIDE-ENTRY PIT INLETS AND MAINTAINED IN LOT 1
PEDESTRIAN BARRIERS 1.S kN/m IIORQ 0.75 kN/m VERTICAL. AS GIVEN IN THE CURRENT EDITION OF THE TIMBER ENGINEERING CODE POSITION TO PREVENT SILT ENTRY TO DRAINAGE SYSTEMS UNTIL REMOVAL IS APPROVED BY
RETAINING STRICTURES. AS PER SOIL INVESTIGATION RECOMMENDATIONS. INMIDM LATERAL SON.
3 ALL NUTS. BOLTS, WASHERS AND FRAMING ANCHORS TO BE 316 STAINLESS STEEL THE ENGINEER 71 SEAVIEW TERRACE
FIX ALL FRAMING ANCHORS WITH STAINLESS STEEL NAILS AT THE COMPLETION OF THE FILLING TO WITHIN 100MM OF THE FINISHED SURFACE LEVEL, A
PRESSURE CALCULATED USING HORIZONTAL BACKFILL Ko : 0.5 SLOPE BACKFILL Ko : 0.9
SOIL DENSITY 18 AN/m3. INCLUDE HORIZONTAL FORCES FROM 4 THE CONTRACTOR IS FINALLY TO TIGHTEN ALL BOLTS BEFORE HANDING OVER THE LAYER OF TOPSOIL IS TO BE SPREAD OVER THE WHOLE OF THE EXPOSED EARTHWORKS AND SUNSHINE BEACH
JOB FOR 12 AND 16mm BOLTS THE BOLT IDLES ARE TO BE 2mm OVER SIZE FOR LIGHTLY COMPACTED AND TRIMMED TO THE FINISHED SURFACE LEVEL AND GRASSED BY
LIVE LOAD SURCHARGE . Ka.
CONSTRUCTION LOADS AS CALCIATED. 20mm BOLTS THE BOLT HOLES ARE 70 BE 3mm OVER SIZE SEEDING AS DIRECTED. for A. SLINGER
5 ALL TIMBER TO BE DURABILITY CLASS 1 AND TREATED TO HS
FOLLOWING SEEDING THE SURFACE IS TO BE LIGHTLY HARROWED OR CULTIVATED TO IMBED THE
6 INJECT LANOTEC GREASE INTO ALL BOLT HOLES-
SEED IN THE SOIL THE CONTRACTOR IS TO MAINTAIN THE GRASSED AREAS SO THAT AT THE
SLIP RATING 7. ALL PRESERVATIVE TREATMENTS FOR TIMBER MUST BE COMPLETION OF THE MAINTENANCE PERIOD AT LEAST 7S 7. OF EACH 4 SQUARE METRES HAS
IN ACCORDANCE WITH AS1604. A DENSE LIVING COVER
8. COAT ALL S/S BOLTS. NUTS 8 WASHERS & FRAMING ANCHORS
WITH DENSE LANOTEC GREASE. SEDIMENTATION CONTROLS SHALL COMPLY WITH REQUIREMENTS OF "SOIL EROSION AND SEDIMENT
9. TIMBER DECKING TO BE F17 KD. HWD 140 a SO CONTROL" - IE AUST ENGINEERING FOR QUEENSLAND MCU WORKS
TEMPORARY WORKS DURABILITY (LASS 1 TREATED TO H5 FIXED WITH S/STEEL SCREWS.
1. THE CONTRACTOR B RESPONSIBLE FOR THE DESIGN CERTFKATD.N AND APPROVALS OF ALL TEMPORARY ALL TIMBER FRAMING TO BE F17 E.G. HARDWOOD, PROTECTION OF TREES GENERAL NOTES
STRUTTINGS. PROPPING. TK BACKS. EXCAVATION SHORING, PROTECTION WORKS. CONTIGUOUS PILING. ETC.
NECESSARY TO CARRY OUT THE WORKS. EARTHWORKS NOTES 1. ALL EXISTING NATURAL VEGETATION THAT WILL BE RETAINED, IS TO BE PROTECTED. THE AREA NMEDATELY
2. ALL TEMPORARY WORKS SMALL BE DESIGNED STRICTLY N ACCORDANCE WITH THE RELEVANT AUSTRALIAN BENEATH THEIR CAMOPES SHOULD BE DECLARED A 'TREE PROTECTION ZONE' AND SHOULD BE FENCED
STANDARDS AND LOCAL BY-LAWS TO WITHSTAND ALL EXPECTED AND SPECFIED LOADINGS AS SET OUT IN
OFF AND APPROPRIATED SIOAG ERECTED FOR THE DURATION OF THE SIRE DEVELOPMENT AND
1 SOILS CONTAINING ORGANIC MATTER ARE TO BE STRIPPED FROM THE CONSTRUTIO .
THE CODES. SITE. THIS MATERIAL IS NOT SUITABLE FOR USE AS FILL ON THIS SITE. 2. REMOVAL OF TREE STUNS N (LOSE PROXPITY TO THE ROOT ZONES OF THE TREES TO BE RETAINED
3. Tit CONTRACTOR'S ATTENTION IS DRAWN TO THE (LOSE PR0KIOTY OF ADJACENT BUILDINGS AND MUST BE DOME N A MAKER THAT WILL NOT NEGATIVELY IMPACT THE ROOT SYSTEM OF THE TREE BEING architect
THE NEED TO TAKE PARTICULAR CARE TO PROTECT THESE. 2 THE WHOLE OF BOTH TOILET BLOCK SITES, IS TO BE PROOF ROLLED
RETAINED. ON NO ACCOUNT SHOULD ANY ATTEMPT BE MADE TO EXCAVATE TREE STUMPS TO AVOID
4. THE CONTRACTOR MIST PROVIDE A FULL AND COMPREHENSIVE WINK SCHEDULE PROGRAMME AND
AND ANY UNSUITABLE GROUND , AS DIRECTED BY THE ENGINEER , IS
TO BE EXCAVATED AND REMOVED FROM SITE. THIS MATERIAL IS TO BE
DAMAGE TO NTERTWRDNG ROOTS Of THE TREES TO BE RETAINED. gavin maddock
CONSTRUCTION SITE MAN, INCLUDING ALL MEANS OF ACCESS. TEMPORARY DRAINAGE. PROTECTIVE FENCING, 3. THE AREA BENEATH THE CANOPIES O TREES TO BE RETAINED SHALL BE COVERED WITH A NNN
v. tar '.197 rnn0 hmoas dd 4567 0 sI0A0
BARRIERS, BOARONGS, AND SIGNAGE. REPLACED WITH IMPORTED APPROVED FILL. LAYER OF BARK MACH MATERIALS TO REDUCE SOIL MOISTURE LOSS. CONTROL WEED GROWTH AND TO
15 5455 9727 161 754553327
REDUCE 508. COMPACTION.
S. THE CONTRACTOR MUST PROVIDE A FILL SAFETY PLAN, INCLUDING EMERGENCY AND FIRST-AD 3 IMPORTED APPROVED FILL TO HAVE A MIN. (BR SPECIFICATION OF 15% 4. ANY PRUNING OF CANOPY BRANCHES SHOULD ONLY BE UNDERTAKEN BY AN APPROVED ARBORIST.
e it': go pnnoddo kcorn
PROCEDURES. MAX. STONE SIZE OF 100mm , MAX. PLASTICITY INDEX OF 20% AND
S. ON NO ACCOUNT SHOULD FERTILISER, HERBICIDE TREATMENTS OR SOIL LEVEL CHANGES BE PERMITTED
6. O IS PROHIBITED TO ALLOW ANY MATERIALS, RUBBISH. SOLS, WASTE. (IEHKALS, SEDIMENT, MAX. LINEAR SHRINKAGE OF 10%. THIS FILL IS TO BE PLACED IN MAX. CLOSE TO OR BENEATH THE (ANDPES OF THE TREES.
ETC. TO FALL ONTO THE BEACH TIDAL ZONE DR SEAWATER. ANY EXCESS SOILS. SEDIMENT. 200mm LAYERS AND COMPACTED TO .... 6. ALL CONTRACTORS SHOULD BE ADVISED OF THE PROTECTED AND VALUED NATURE OF THE TREES
CONSTRUCTION RUBBISH ETC. ON SITE MUST BE SUITABLY (NTANO, TO AVOID R BEND ACCIDENTLY WASHED OR AND THAT NO MACHINERY. EQUIPMENT. FUEL. CONSTRUCTION MATERIALS, SHEDS ET(. SHOULD BE
BLOWN ONTO THE BEACH. OR INTO THE NATURAL VEGETATION ON THE LOWER PART OF THE SITE AND COHESIONLESS SOILS - DENSITY INDEX NOT LESS THAN 70% PERMITTED TO BE PARKED OR STORED BENEATH THE CANOPY OF THE TREES.
NATIONAL PARK. I AS 1289 TEST 5.6.1 I 7. ON NO ACCOUNT SHOULD WASTE CONSTRUCTION MATERIALS NLLONGi FILL AND PARTICULARLY
WATER/WASHINGS FROM MACHINERY OR FROM CONCRETE CONSTRUCTIONS ETC. BE PERMITTED TO BE
TODCONSULTING
SOILS CONTAINING CLAY - DENSITY RATIO NOT LESS THAN 98%
DISPOSED WITHIN THE ROOT ZONE O THE TREES.
SERVICES RELOCATION OR SILT FINES STANDARD I AS 1289 TEST 5.1.1 I 8. COMPLETE TREE REMOVAL OR REDESIGN IS REQUIRED F ROOT PRUNING ACTIVITES WILL BE TOO ENGINEERS
1 THE CONTRACTOR SHALL LOCATE AND IDENTIFY ALL NGROND SERVICES AID CO.ODNATE WITH THE SEVERE TO MAINTAIN THE TREES STRUCTURAL INTEGRITY (SEVERITY DEPENDS OF ROOT DIAMETER,
4 COMPACTION TESTING OF FILL LAYERS IS TO BE CARRIED OUT TRUNK DIAMETER AND DISTANCE FROM TRUNK(.
RELEVANT UTILITY AUTHORITY F AND WHERE THEY NEED TO BE RELOCATED AND/OR ESPECIALLY
TO LEVEL 1 SUPERVISION STANDARD AS PER AS 3789-1990. 9. ON NO ACCOUNT SHOULD ANY EXCAVATIONS FOR THE INSTALLATION FOR THE SERVICES BE MADE STRUCTURAL CEVEL
PROTECTED DURING CONSTRUCTION.
5 THE CONTRACTOR IS TO BE RESPONSIBLE FOR LOCATING ALL EXISTING CLOSER THAN 3 METRES FROM THE BASE/TRUNK OF THE TREES AND ALL EXCAVATIONS WITHIN 3M
2 METHODS OF RELOCATION AND/OR PROTECTION MEASURES SHALL BE APPROVED BY THE RELEVANT EACH SIDE OF THE TREE SHOULD BE GRIMED OUT WITH CLOSE SUPERVISION OF THE APPROVED ARBORIST.
UTILITY AUTHORITY PRIOR TO COMMENCEMENT O THE WORKS. SERVICES BEFORE COMMENCEMENT OF WORK ON SITE. N. NO ROOTS IN EXCESS OF S@N ARE TO BE SEVERED WITHOUT ADVISE FROM THE APPROVED ARBORIST. TOD CONSULTING PTY. LTD.
UJI MOImS3N
6 THE CONTRACTOR IS TO PROVIDE COMPACTION TEST RESULTS TO THE N ALL CIRCUMSTANCES WHERE SEVERN OF TREE ROOTS IN EXCESS OF SNN IN DIAMETER HAS OCCURRED 20 nary vu.I Na^O
DILAPIDATION REPORT THE URGENT ATTENTION O THE APPROVED ARBORIST WILL BE REQUIRED FOR THE TREATMENT AND ORESSNG 2 G 6m61, .-dl. 01D 0 1566
ENGINEER. THE COST OF THIS TESTING IS TO BE PAID BY THE CONTRACTOR. Gaon 1071 5449 9600 F.. 1071 5446 9,;,
OF ROOT WOUNDS
IM:d .aw,Irnmmxomw'ma<aa
THE CONTRACTOR SHAH CARRY OUT A DETAILED DILAPIDATION I EXISTING CONDITION I REPORT ON THE 11. WHERE POSSIBLE CAREFUL EXPLORATORY TRENCHING IBY HAND OR WATER ETI SHALL BE CARRIED W.6 .„r lod(tl,IWI.OIOn
ADJACENT LOTS 5 AND 6 TO THE WEST, AND LOT 2 ON THE SOUTH BOUNDARY. N CONSULTATION WITH REPLACEMENT OF UNSUITABLE MATERIAL OUT TO A DEPTH OF S00M1 TO DETERMINE F LARGE ROOTS ARE PRESENT. SHOULD LARGE ROOTS BE
TOO CONSULTING ENGINEERS. SUBMIT 3 COPES OF TIE REPORT TO THE SUPERNTENDANT PRIOR TO ENCONTEREO THEY SHOULD BE BROUGHT TO THE ATTENTION O THE CITY ARBONST.
COMMENCEMENT OF ANY PILING OPERATIONS. AS THERE IS A REASONABLE CHANCE OF EXPOSING VOIDS AND LOOSE MATERIALS ON THIS SITE, 12. WHERE UNDERGROUND SERVICES ARE TO BE INSTALLED WITHIN THE ROOT ZONE OF A TREE,
THE CONTRACTOR SHALL INCLUDE AN ALLOWANCE TO - EXPLORATORY TRENCHING SHOULD BE GRIMED OUT. N ALL INSTANCES WHERE A NUMBER OF LARGE axle
t REMOVE UP TO SO m1 OF EXISTING UNSUITABLE MATERIAL, AND REPLACE WITH COMPACTED ROOTS ARE ENCOUNTERED THESE SHOULD BE LEFT INTACT AND ANY SERVICES ETC INSTALLED BY B. GEORGE K. CAPPER OCT 2010
GRANULAR MATERIAL TUNELLNG BENEATH THE ROOT MASS. IN. ,d (We.ed Snare
2. PRESSURE GROUT LOCALLY 20 m' OF 2OmPa CEMENT SAND GROUT. 13. EXCAVATIONS SHALL BE EXECUTED WITH EXTREME CARE, ANY LARGE ROOTS THAT MAY BE H. GRAY S. PRYSTUPA
3. EXCAVATE 50 m' OF UNSUITABLE MATERIAL AND BACKFILL WITH NO-FINES CONCRETE. ENCOUNTERED SHALL BE LEFT INTACT, KEPT MOIST, COVERED WITH HESSIAN OR 5MAR MATERIALS TO 4N , N. ap,,.ed kIN
PREVENT DRYING AND LEFT FOR THE URGENT ATTENTION AND TREATMENT BY THE ARBOOST. 1 AND
4. REMOVE AND RECOMPACT SO m' LOCALISED AREAS OF EXISTING APPROVED UICOMPAC000
14. THE APPROVED ARBORIST IS TO BE ADVISED PRIOR 10 THE BACKYILLNG O THE SERVICE TRENCHES
MATERIAL.
ALL THE ABOVE AS APPROVED AND ORE(TEO BY THE SUPERINTENDENT,
SO THAT PHOTOGRAPHIC RECORDS CAN BE TAKEN. 09578 P1 A'B ('D
Page 51
REINFORCED CONCRETE SPECIFICATION FOR CONTIGUOUS PILING
EXTERNAL DURABLE CONCRETE I. CONTIGUOUS CONCRETE PKNG TO BE 600 DIAMETER TO DEPTHS INDICATED ON PLANS AND SECTIONS.
EDITION OF - AS 3600 - SAA CONCRETE STRUCTURES
AS 1379 - READY-FIXED CONCRETE CONCRETE STRENGTH F'C: 32MPA. THE CONCRETE MX DEISGE IS TO BE DESIGNED BY THE CONTRACTOR
1. ALL EXTERNAL CONCRETE IS TO BE S40 I SLABS ON GROUND TO BE S32 I N TO SUIT HIS INSTALLATION EQUIPMENT, INCLUDING ANY APPROPRIATE PLASTICIZERS OR RETARDANTS.
THE CONCRETE MIX SHALL BE APPROVED BY THE ENGINEER ACCORDANCE WITH AS 1379. - MNMJM EXTERNAL COVER 10 BE SO,*.
BEFORE USE - REFER ALSO TO DURABLE CONCRETE NOTES MINIMUM CONCRETE COVER TO BE 15W. THE PILING OPERATION MUST BE CARRIED OUT IN SIKH A WAY
2. CEMENT COMPOSITION BY WEIGHT TO CONS67 OF 7S % TYPE GP CONFORMING TO
3 THE 28 DAY CHARACTERISTIC COMPRESSIVE STRENGTH OF REINFORCED CONCRETE I1-CI AS TO COMPLETELY AVOID THE RISK OF NECKING IN THE PLES, SO WITHDRAWAL RATE O THE AUGER
REQUIREMENTS OF AS 3912, 20% FLYASM CONFORMING TO REQ(EMNiS OF AS 3582.1 PART
MAST NOT BE LESS THAN 40 MPG UNO HI.EM (EMENTITIOUS CONTENT TO AND GROUT PRESSURES MUST BE CO-OIONATED TO ENSURE A FULLY ("ACTED TOTAL (ROSS
1, AND 5% -KAOIIE- FLYASH. KAOITE IS A BRANDED PROPRIETARY PRODUCT BY CEMENT
BE 450 k0/IR1 MAXIMUM WATER CEMENT RATIO TO BE 04 SECTION ALLOWING CENTRAL PLACEMENT O THE REINFORCING CAGE. THE PILES SHALL FORM A FULL
AUSTRALIA, AND SHOULD CONFORM WITH TIER PRODUCT SPE(FKATION.
CONCRETE SLABS ON GROUND TO BE Ft = 32 MPa (532)
CONTACT CONTKAJOUS STRUCTURE.
3. SLAWS SHALL BE AT LEAST 100MM, BUT MAY NEED TO BE HIGHER FOR CONSTRUCTION
MASS CONCRETE PIERS TO BE F'E . ZSMPa IS25) REASONS SUCH AS PUMPING. SLUMP TOLERANCES, TESTING FREQUENCY AND REJECTION 2. NOMINAL DEPTHS O CONTIGUOUS PILINGS ARE INDICATED IN THESE DOCUMENTS BASED ON THE
4 THE TEST RESULTS ARE TO CONFORM WITH THE ACCEPTABILITY REQUIREMENTS OF CRITERIA BASED ON SLUMP SHOD BE N ACCORDANCE WITH AS 1011.1 AVAILABLE SOTS INFORMATION.
THE CURRENT EDITION O AS 3600 (PROJECT ASSESSMENT REQUIRED) 4. MAXIMUM (WATER CEMENTITOUS CONTENT) RATIO FOR MX TO BE 0.4. USE OF MGM THE CONTRACTOR MST REVIEW THE SOIL CONDITIONS N THE SOL REPORT, AND STUDY Tit AVAILABLE
S INC MAXIMUM SIZE O AGGREGATE SHALL BE 20mm RANGE WATER REDUCERS (PLASTICIZERS) ARE ALLOWED 10 MAINTAIN REQUIRED SLOPS ACCESS ON SITE, TO ENSURE THE PROPOSED EQUIPMENT IS
6 THE CONCRETE SMALL SLUMP TEST AT NN.. UNLESS OTHERWISE NOTED WITHOUT ADDITIONAL WATER. SUITABLE FOR THE PROJECT. DEPTHS AND DIAMETER OF CON76UDUS PILING MAY BE VARIED AT THE
7 ALL CONCRETE TO BE VIBRATED
S. INTENSE COMPACTION OF ALL CONCRETE ELEMENTS IS REQUIRED. A COMPLETE DISCRETION O TOO CONSULTING ENGINEERS DR GEOTE(HNICAL ENGINEER DEPENDING ON CONDITIONS FOUND
8 NO HOLES OR CHASES OTHER THAN THOSE SHOWN ON THE STRUCTURAL
DOCUMENTATION OF THE INTENDED COMPACTION METHODS IS REQUIRED TO BE SUBMITTED BY ON SITE.
DRAWING SHALL BE MADE IN CONCRETE MEMBERS WITHOUT THE PRIOR APPROVAL
THE CONCTRACTOR, AND FORMS PART OF THE REQUIRED TENDER SUBMITTAL DOCUMENTS. ALL 3. THE CONTRACTOR SHALL RECORD ALL RELEVANT CONDITIONS ENCOUNTERED ON SITE INCLUDING
O THE ENGINEER
METHODS MUST FOCUS ON THE GENERAL REQUIREMENT TO GUARANTEE OPTIMUM COMPACTION VOLUMES Of FILL REMOVED, LEVELS OF GROUND WATER. DEPTH TO VARIOUS SOILS EG. DENSE
9 PLASTIC CHAIRS TO BE USED TO SUPPORT REINFORCEMENT AND GIVE THE
AT ALL EXTERNAL SURFACES. SAND / ROCK ETC. DEPTH TO BASE O PILES, AND VOLUME Of CONCRETE USED IN EACH PILE.
CORRECT CONCRETE (OVER
6. PRE-CAST CONCRETE SHALL BE COMPACTED USING RIGID STEEL FORMS ON VIBRATING 4. THE SITE SHALL BE PROTECTED BY ADEQUATE APPROVED SILT AND EROSION CONTROL.
D UNLESS OTHERWISE NOTED ON THE DRAWING THE CONCRETE COVER TO THE
TABLES AND / OR FORM VIBRATORS.
OUTSIDE FACE OF ANY REINFORCEMENT IS TD BE AS FOLLOWS - 5. TO PRESERVE AND PROTECT THE EXISTING TREES, IT IS ESSENTIAL THAT THE
1. TO MINIMISE THE INCIDENCE OF PLASTIC SHRINKAGE CRACKING, THE USE OF A PROPRIETARY
CONTRACTOR EXERCISE EXTREME CARE WHEN CONSTRUCTING THE CONTIGUOUS
STRUCTURAL CAST AGAINST FORMS COMPLYING WITH ALIPHATIC ALCOHOL PRODUCT TO MINIMISE EARLY AGE MOISTURE LOSS THROUGH EVAPORATION
MEMBER AS MN SAA FORMWORK CODE CAST AGAINST PILED WALLS.
OTHER IS MANDATORY ON ALL FLATWORK SURFACES OF CONCRETE PLACEMENT WORK. THIS PRODUCT
NOT EXPOSED TO EXPOSED TO WEATHER FORMWORK OR SHALL BE APPLIED AS A SPRAY, OR ROLLER APPLIED, IMMEDIATELY AFTER SCREED AND 6 ANY TEMPORARY It BACKS MST BE REMOVED FROM ADJACENT PROPERITIES AFTER
THE GROUND COMPLETION O CONSTRUCTION.
WEATHER GINMIO WATER GROUND WATER OR BULLFLOATING Of THE PLASTIC CONCRETE SURFACE. IT SHALL BE RE-APPLIED AFTER EACH
OR FRESH WATER FRESH WATER
SUBSEQUENT WORKING Of THE SURFACE. THE PROPRIETARY ALIPHATIC ALCOHOL PRODUCT 7. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT MAY VARY
PAD FOOTINGS
O PILE CAP MUST BE NOMINATED IN THE SUBMITTED TENDER. ALONG WITH AN INTENDED APPLICATION DEPENDING ON GROUND CONDITIONS, THE CONTRACTOR SHALL PRICE THE
DESCRIPTION. BOTH OF WHICH ARE REQUIRED TO BE APPROVED BY THE ENGINEER. WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON THE DRAWINGS.
STRIP FOOTINGS so IS AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON
NOTE ALIPHATIC ALCOHOL S NOT A CURING PROCEDURE. AND IN NO WAY REPLACES CURING D 19.1110 FOR APPROVAL
CNUINS O SB so n THE ACTUAL DEPTH OF PILES INSTALLED ON SITE, COSTED AT THE
ALL TYPES L CURING SHALL CONSIST OF THE FOLLOWING METHODS APPROPRIATE AGREED RATE IN THE CONTRACT. C n.T110 FOR APPROVAL
WALLS DAIS CURING OF SLABS BULL BE CUED BY EITHER WATER (IRK BY CONTINUOUS SURFACE 6. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION B 12.1110 PRELIMINARY 651 TO CONSULTANTS
B ST AI RS
41 so AS
PODING OR BY AN APPROVED SPRAYED OR ROLLER APPLIED CURING COMPOUND. DAMAGE, OR OTHER DEGRADATION OF ADJACENT STRUCTURES, SERVICES A 28.10.1 PRELMIARY ISSUE TO ARCHITECT
BEAM 41 so 65 WHERE CONTINUOS WATER CUEING IS ADOPTED, THE CONTINUOUS PERIOD SHALL LAST ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED IS TO
FOR 14 DAYS. ONE METHOD DE ACHIEVING WATER CURING IS 70 POD THE SURFACE BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE
11 CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED BY THE ENGINEER WITH 2" WATER USING CLEAN SAND TO DAM THE SURFACE. THE WATER SMALL NOT 9. THE CONTRACTOR SHALL CONCRETE GROUT ALL GAPS IN CONTIGUOUS PILED WALLS.
12 THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE POURED BE ALLOWED TO DRY OUT. WHERE A PROPRIETARY SPRAYED OR ROLLER APPLIED 10. THE CONTRACTOR SHALL CO-ORDINATE WITH TOD CONSULTING, REGARDING TEMPORARY
13
SHALL BE THOROUGHLY SCABBLED AND WASHED CLEAN
ALL CONCRETE SURFACES ARE TO BE CURED BY AN APPROVED METHOD FOR FOURTEEN
CURING COMPOUND IS USED, THE PRODUCT SHALL BE NOMINATED AND REQUIRES
APPROVAL BY THE ENGINEER. THE PRODUCT SHALL CONFORM TO REQUIREMENTS OF AS
PROPPING. TIE BACKS AND PILING PROCEDURES, TO ENSURE PILES ARE NEVER OVERSTRESSED
DURING CONSTRUCTION, AND OVERALL SAFETY IS MAINTAINED. PROPOSED RESIDENCE
(141 DAYS IMMEDIATELY CONCRETE IS HARD. AND PROTECTED BY PLASTIC SHEET
14 FORMWORK TO SUSPENDED SLABS TO REMAIN IN POSITION FOR FOURTEEN (141
3700 "LIOUID MEMBRANE FORMING CURING COMPOUNDS FOR CONRETE", AND MUST
ACHIEVE EFFICIENCY RATING OF MINIMUM 90%, WHEN COMPARED TO CONTINUOUS WATER
11. THE SET OUT OF CONTIGUOUS PILING MUST TAKE INTO ACCOUNT TYPICAL CONSTRUCTION
TOLERANCES FOR LOCATION AND INCLINATION, TO MAINTAIN ADEQUATE CLEAR CAVITIES
LOT 1
DAYS AFTER POURING, PROP TO 28 DAYS BEHIND DRY WALLS.
15 FOR SLABS ON GROUND, ALL TOPSOIL AND UPPER STRATA CONTAINING ORGANIC
•
CURING.
CURING OF FORMED WALLS MAY BE CURED BY EITHER LEAVING THE SHUTTERED
71 SEAVIEW TERRACE
MATTER IS TO BE REMOVED AND REPLACED BY AN APPROVED CONSOLIDATED
FILLING MATERIAL COMPACTED TO 95% MMDD IN ACCORDANCE WITH AS E 21
FORMWORK N PLACE FOR A PERIOD OF 14 DAYS OR BY AN APPROVED SPRAYED OR
ROLLER APPLIED CURING COMPOUND, APPLIED IMMEDIATELY AFTER THE SHUTTERS ARE SCREW PILING SUNSHINE BEACH
16 BAR SCHEDULE -
N - HOT ROLLED HIGH YIELD BARS TO AS 1302
REMOVED. WHERE A PROPRIETARY CURING COMPOUND IS USED, THE PRODUCT SHALL
BE NOMINATED AND REQUIRES APROVAL BY THE ENGINEER. THE PRODUCT SHALL
1. SCREW PILES SHALL BE GALVANISED STEEL (HS FILLED WITH 2SIPA CONCRETE GROUT. for A. SLINGER
S - HOT ROLLED DEFORMED BARS TO AS 1302 PAINT TOP 2.OM WITH 2 COATS HIGH BUILD MARINE EPOXY - INTERGAR0 278.
RF - HARD DRAWN WIRE FABRIC TO AS 1302
CONFORM TO REQUIREMENTS Of AS 3799 -LIQUID MEMBRANE FORMING CURING
COMPOUIPDS FOR CONCRETE", AND MUST ACHIEVE EFFICIENCY RATING OF MEN" 90%, 2. SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE CONTRACTOR USING THE PARAMETERS
R - HOT ROLLED PLAIN BARS TO AS 1301.
WHEN COMPARED TO CONTINUOUS WATER CURING. OUTLINED IN THE GEOTECINKAL REPORT, AND ANY OTHER ADDITIONAL SOIL TESTING REQUIRED BY
17 SPRAY CLEAN ALL REINF'T. FORMED SURFACES. AND CONCRETE FACES, 9. A COMPLETE DOCUMENTATION OF THE INTENDED CURING METHOD IS REQUIRED TO BE SCREW PILE INSTALLER.
CAST-IN BOLTS 6 FITTINGS ETC JUST PRIOR TO PLACEMENT OF FRESH CONCRETE TO
REMOVE ALL TRACES OF DIRT. SAND. DUST AND DEPOSITED SALTS
SUBMITTED BY THE CONTRACTOR, AND FORMS PART OF THE REQUIRED TENDER SUBMITTAL
DOCUMENTS. THE COMPACTION METHOD NEEDS TO BE APPROVED BY THE ENGINEERS BEFORE
3. SCREW PILES MUST FOUND AT A DEPTH SUITABLE FOR SUPPORTING THE REQUIRED SPECIFIED SAFE
WOKING LOAD AS PER CONTRACTOR'S DESIGN. FOUNDING DEPTH MUST ALSO BE AT LEAST SM BELOW
MCU WORKS
AIR BLAST EXESS WATER OFF FORMS CONCRETING MIDST NOT BE CARRIED OUT DURING THE TENDER IS DEEMED TO BE A CONFORMING BO ON THIS CONTRACT. PARTICULAR EMPHASIS
STRONG WOOS, TO AVOID CONTAMINATION OF CONCRETE WLL BE PLACED ON INSPECTIONS AND OTHER SITE CONTROL METHODS OF ENSURING THE
THE 27' PROJECTED LIE FROM BASE OF SLOPE, AND AT LEAST 7.OM BELOW DRGIIAL GROBD LEVEL.
4. THE CONTRACTOR SMALL PROVIDE CERTIFICATION BY AN RPEQ THAT ALL SCREW PILES HAVE BEEN
GENERAL NOTES
AND REINFORCING WITH WINO-DRIVEN SALT
DOCUMENTED COMPACTION METHODS ARE (AARED OUT SUCCESSFULLY.
DESIGNED AND INSTALLED IN ACCORDANCE WITH THIS SPECIFICATION.
18 CONTRACTOR IS TO (HECK HYDRAULIC 8 ELECTRICAL SERVICES DRAWING FOR 11. IN ADDITION TO THE ABOVE REQUIREMENTS. ALL PRE-CAST CONCRETE SHALL BE
LOCATION AND TYPE OF ALL CAST-IN ITEMS, INCLUDING ANY NECESSARY (OFOUTS AND FURTHER PROTECTED BY APPLICATION O SKAGARD 7005 & 6005 AS PER -PRE-(AST S. THE CONTRACTOR IS ADVISED THAT THERE 6 LIKELY TO BE LAYERS O WEATHERED SANDSTONE
PENETRATIONS FOR FUTURE SERVICES. CONCRETE" NOTE 3, SHEET S2. ENCOUNTERED ON SITE. REQUIRING PRE-BORING PRIOR TO PILE INSTALLATION.
A RATE FOR PRE-BORING SHALL BE PROVIDED.
19 DOTS TO BE SEALED WITH AN APPPROVED FLEXIBLE SKAFLEX-PRO POLYURETHANE
COLOURED TO MATCH CONCRETE. 6. MN"IN DEPTHS OF PRIG ARE INDICATED ON DRAWINGS. DEPTHS MAY NEED TO BE GREATER architect
20 LAP MESH 4001. UNLESS NOTED OTHERWISE CONCRETE BLOCK MASONRY TO ACHIEVE THE SPECIFIED SAFE WORKING LOAD, AS PER PILE INSTALLER'S DESIGN.
LAP BOTTOM BEAM REINFORCEMENT 600 AT PILES WHERE REQUIRED U.N.O. 1 ALL CONCRETE BLOCK MASONRY WORK IS TO BE EXECUTED N ACCORDANCE WITH
7. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT WILL VARY gavin maddock
LAP TOP BEAM REINFORCEMENT 600 AT MD-SPAN WHERE REQUIRED U.N.0, THE CURRENT EDITION OF - AS 3700 - SAA MASONRY STRUCTURES
DEPENDING ON GROUND CONDITIONS, THE CONTRACTOR SHALL PRICE THE
AS L455 - CONCRETE BUILDING BLOCKS
WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON THE DRAWINGS.
161754S53327 161 7 5455 3327
AS 3600 - SAA CONCRETE STRUCTURES AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON
m nloAgo;Fvnoddock com
THE ACTUAL DEPTH OF PILES INSTALLED ON SITE, COSTED AT THE
PRECAST CONCRETE 2 FOR CONCRETE FILLED CAVITIES. CLEAN OUT BLOCKS SHALL BE USED AT THE
APPROPRIATE AGREED RATE IN THE CONTRACT.
BASE OF THE WALL UNLESS SHOWN OTHERWISE )DINT MORTAR SHALL BE TRIMMED
I. ALL PRECAST CONCRETE TO BE FC : 4OMPA. 1S40) PfIMUM CONCRETE COVER S0.. FLUSH WITH THE INSIDE FACE OF THE CAVITY TOP OF FOOTING TO BE SCABBLED B. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION
CAVITIES TO BE INSPECTED BY THE ENGINEER PRIOR TO POURING CONCRETE DAMAGE, OR OTHER DEGRADATION OF ADJACENT STRUCTURES, SERVICES
2 TWO COPIES OF SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER AND
3 COVER TO REINFORCEMENT T2mm FROM INSIDE FACE OF BLOCK ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED IS TO
ARCHITECT AND APPROVAL OF SAME OBTAINED PRIOR TO COMMENCING BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE
4 CONCRETE MIX USED TO FILL CAVITY TO HAVE CHARACTERISTIC COMPRESSIVE
3.
FABRICATION
ALL PRE-CAST BEAMS AND PRESTRESSED PRE-CAST PILES SHALL BE PANTED WITH A SYSTEM O STRENGTH OF 4OPm II'CI MAX*" SLUMP 200mm, MAXIMUM AGGREGATE SIZE
OF 10mm )MAX 6 COURSE HEIGHT PLACED AT ONE TIMEX
TODCONSULTING
SKAGARO.700S MINERAL SUBSTRATE IPKLRATON FOLLOW BY SKAGARO-4115 IDF.T.: $40 MICRONS),
OR SCAR APPROVED EOUVALENT PROTECTIVE SYSTEM. ALL STRKIL Y N ACCORDANCE WITH Tit
5 SLABS SUPPORTED ON UMRENFOMEO LOAD BEARING BLOCKWORK SHALL BL ENGINEERING INSPECTION SCHEDULE ENGINEERS
SEPARATED FROM THE WALL BY TWO LAYERS OF PABCO ALSNELD TOR ERAVI
MANOFA(11NERS WRITTEN SM(F(ATKNS. ALL PANTBC SMALL BE CARRIED OUT PRO TO DE LIVERY
LAB ON A LEVEL tom THICK MORTAR ND TOP COURSE Of BLOCKS TO BE
AND ANT DAMAGE MAN GOOD ON SITE BEFOR E INSTALLATION. THE CONTRACTOR SHALL GIVE AT LEAST 48 HOURS NOTICE OF NECESSARY ENGINEERING SITE
CONCRETE FILLED
4. TO O ALL EDGE BEAMS O$-Ill TO O PANTED WITH 3 COATS OF SKA GARO ISIS, AID NO SKGAIO 09 6 BLOCKWORK MUST NOT BE BUILT ON CONCRETE SLABS OR BEAMS UNTIL FORMWORK
INSPECTIONS. WHICH ARE REQUIRED TO BE CARRIED OUT BY TOD CONSULTING ENGINEERS FOR THE STRUCTURAL CIVIL
SUPPORTING SAFE HAS BEEN REMOVED EVENTUAL CERTFKATION Of THE AS-CONSTRUCTED WORKS.
7 MORTAR TO BE MIXED N THE PROPORTION OF 1 O2S 3 CEMENT
MINIMUM INSPECTION REQUIREMENTS ARE - TOO CONSULTNG PTY. LTD.
HYDRATED LIE SAID ICR EOIKVALENT CEMENT - SAND MORTAR WITH
PLASTKESERI AND MORTAR COMPRESSIVE STRENGTH AT 21 DAYS TO BE 110 1 ALL TEMPORARY WORKS INCLUDING ACCESS TRACKS. SCOW PROTECTION, TEMPORARY STORM WATER AAA "a us 1%
MIRNHIM COLLECTION, SCAFFOLDING, EXCAVATION, SHORING. PROPPING. AND ALL RETAINING WALL STRUTTING. ^bm
1 CONCRETE BLOCKS TO HAVE A CHARACTERISTIC STRENGTH O G MPm 5MAN
2 BASE OF ALL EXCAVATIONS.
9 CONCRETE MASONRY TO BE CONSTRUCTED FROM 'N SERIES BLOCKS UNO
3 ALL RENOR(IG FOR BOTH IN-SITU AND PRECAST CONCRETE. anY ...•Wremvl•^Oa
9 PROVIDE CLEAN OUT BLOCKS TO BOTTOM CORSE OF ALL CONCRETE FILLED MASONARY WALLS
N WHERE NO REIORCNG IS DESIGNATED N DETAILS DR SECTIONS PROVIDE THE FOLOWIG 4 PILING INSTALLATION. AM P101 MOLE WLLNA
198.. HOLLOW CONCRETE BLOCKS 5 ALL PRESTRESSING OPERATIONS AND GROUND ANCHOR INSTALLATION.
ALL CORES CONCRETE FILLED - 4OMPD 198.. WALL - 20.48 BLOCKS
REINFORCEMENT I U.N.O. I ....................... N12 VERTICALS AT EACH SIDE OF 6 CONCRETE PLACEMENT.
B. GEORGE a,r K. CAPPER OCT 2010
OPENINGS, AT EACH END OF WALL 1 STRUCTURAL STEELWORK, ALUMINUM STARS ETC. - INCLUDING SHOP DRAWINGS APPROVAL. i,a N..nd e.a.
AND AT 400 MAX. (RS. IN BETWEEN H. GRAY S. PRYSTUPA
- 600 LAPS 8 TIE-DOWN. BRACING WALL CONSTRUCTION FOR 101E1 BLOCKS.
omw.
N12 AT 400 HORIZONTAL - 600 LAPS 9 STRUCTURAL FIXING OF WINDOW FRAMES AND DOOR FRAMES TO CONCRETE STRUCTURE, 2 ,9 AHD
I INCLUDING' L ' BARS Al CORNERS
UNLESS NOTED OTHERWISF I
09578 P2 A T7 ( B
Page 52
North
0 79.1110 FOR APPROVAL
C 17.11.10 FOR APPROVAL
B 12.1LO PRELIMINARY ISSUE TO (ONSUTANTS
A 20.10.10 PRELIMINARY ISSUE 10 ARCHITECT
as ovr
PROPOSED RESIDENCE
LOT 1
71 SEAVIEW TERRACE
SUNSHINE BEACH
for A. SLINGER
L (AR PARKING, BULK MATERIAL STORAGE ON SITE N INITIAL SET UP
PHASE. AS PER TEMPORARY ACCESS PLAN.
2. COMPLETE EXISTING COEITON I DILAPIDATION I SURVEYS ON ADJACENT
3.
PROPERTIES
ESTABLISH SURVEY POINTS ACROSS ENTREE SITE TO MONITOR ANY
MCU WORKS
SURFACE MOVEMENTS THROUGHOUT CONSTRUCTION PHASE
4. ESTABLISH EXTENDED TEMPORARY CONCRETE PAVED VEHICLE TURN AROUND ON SITE
LOCALITY PLAN
USING TEMPORARY SCREW PILE AND SLEEPER WAILS HIED-BACK). SAID-FILED
GEOFABRK, OR GABON MATTRESSES AT SOUTH-WEST CORNER OF SITE DRAWING SCHEDULE
S. DESIGN AND CONSTRUCT TEMPORARY ACCESS PLATFORMS FOR (FA PLED
RI AND PROCEED TO BUILD THE PERMANENT WORKS AS PER DIAGRAMMATIC DRAWING SCHEDULE
CONSTRUCTION STAGES I - U. INSTALL EROSION CONTROL FENCES.
6. PROTECT ALL VEGETATION AS PER ENVIRONMENTAL PLAN
09578-P1 MCU WORKS
7. ALL CONCENTRATED STOMWATER MUST BE DISPOSED OF VIA APPROVED
GENERAL NOTES architect
STORMWATER DISCHARGE SYSTEM AT ALL STAGES OF CONSTRUCTION
8. ALL TEMPORARY ACCESS TRACKS MUST BE CONSTRUCTED ON ISM GRAVEL
LAID OVER GOABRK AND CONTOURED TO AVOID CONCENTRATIONS OF SURFACE 09578-P2 MCU WORKS gavin maddock
RUNOFF. MAXIMUM URETAND FILL DEPTH TO TM. GENERAL NOTES
9. NOTE THAT THE SURFACE SANDS AT THE SOUTH - EASTERN AREA Of THE SITE 161 7 5155 3327 161 7 5455 3327
ARE ABOVE THE SAFE NATURAL STABLE ANGLE OF THE SAND, AND 09578-P3 MCU WORKS . in'oagodv.aCdockcan
CONSEQUENTLY ANY WORK IN THE AREA MUST BE CARRIED OUT WITH EXTREME LOCALITY PLAN
CAUTION, UNDER SUPERVISION OF IOTEONICAL EIDIEER, WHILE REGULARLY DRAWING SCHEDULE
MIONIOING SURFACE MOVEMENTS
10. SIZE. TYPE, DEPTH AND LENGTH Of PILES ARE BASED ON TYPICAL ASSUMED 09578-P4 M(U WORKS
GROUND CONDITIONS AND, THE FORRISON AND S(G GEOTECHNICAL INVESTIGATIONS SITE PLAN
Of TM GROUND MATERIAL ON SITE. FINAL PLIED DETALS. GROUT
NL(TON AND CONSTRIKTION PROCEDURE WILL BE CONFIRMED AFTER DETAILED
ACCESS TODCONSULTING
ANALYSIS OF THE GOTECIII(AL INVESTIGATION REPORT. 09578-PS M(U WORKS
PL0D DETAILS WILL ALSO DE CO-ORDINATED WITH ADVICE FROM SITE PLAN
ENGINEERS
SPECIALIST PLED CONTRACTORS. THE CFA CONTIGUOUS GOUT REPLACEMENT BULK EARTHWORKS
RETAIND WALLS, TIE-BACKS AND STRUTTING ARE TO BE DES(IED AND RPEO AND PILING STRUCTURAL CIVIL
CERTIFIED BY THE CONTRACTOR IN ACCORDANCE WITH THE RELEVANT
AUSTRALIAN CODES. 09578-P6 MCU WORKS
IT. DEPTH. SIZE. LAYOUT AND TYPE OF PILING IS SCHEMATIC ONLY AND SITE SECTIONS TOO CONSULTNNi PTY. LTD.
SHALL BE PRICED WITH APPROPRIATE RATES TO ALLOW PR(NG OF wl em1N>w
70 a' vv sl-- nouenrN,
VARIATIONS IN AS-CONSTRUCTED PILING WHICH MAY VARY DEPENDED ON
09578-P7 MCU WORKS PU be 61 Nam.d, 065 v,oa
EXACT CONDITIONS ENCOUNTERED ON SITE DURING CONSTRUCTION. a.? ion 5149 9600 h. (071 SI ae+^
12. THE CONTIGUOUS PILED WALLS SHALL BE GROUTED AND REPAIRED AS
CONSTRUCTION 19,1 eoqurrti0rakoHSul' 0*^
REQUIRED AT ANY AREAS WHERE CONTIGUOUS PILES HAVE NOT PROVIDED A
PROCEDURE .4.0 ...
TIGHT STRUCTURAL WALL
13. A DRAINED AND VENTILATED INTERNAL CAVITY WALL SHALL BE PROVIDED AT
09578-P8 M(U WORKS
ALL AREAS WHERE BUILDING WALLS ARE RETAINING SOL.
CONSTRUCTION
^..q
DETAILS B. GEORGE K. CAPPER OCT 2011
LOCALITY PLAN 09578-P9 MCU WORKS H. GRAY S. PRYSTIUPA I SN
2S 20 K 10 S 1 SITE PLAN
3.9 AMU
EXCAVATION
09578 P3 A R ( D
Page 53
-EXISTNG WELDED TOP
Gnm SLOPE Rµ
2000 MAX
ISO TM. CONCRETE SLAB
WITH St 92 MESH
PLACED CENTRALLY WELPEO TOP
ALL OVER ROCK BASE RA!
N20 EACH SIDE WELD TO
EACH CHS PILE AND EXTEND
t0. INTO (ON(RETE SLAB
SEDIMENT CONTROL :
PROVIDE SEDIMENT CONTROL TO THE BOUNDARIES
BY WAY Of SEDIMENT FENCES.
North FENCES TO BE ERECTED BEFORE COMMENCEMENT
OF EARTHWORKS, AND SHALL BE MAINTAINED UNTIL
GRASS (OVER AND LANDSCAPING IS ESTABLISHED.
DURING WORKS, ALL CONSTRUCTION RUBBISH TO BE
CONTAINED WITHIN AN APPROVED BIN.
SEDIMENT CONTROL FENCE
Noosa National Park
147
TEMPORARY SAND ANCHORS
OR SCREW PILES AS
TYPE SECTION THROUGH 2 NPW8B9
REQUIRED FOR RETAINING
HEGHI OVER 7.5. TEMPORARY VEHICLE TURN-AROUND
D 19.1110 FOR APPROVAL
C 11.11.10 FOR APPROVAL
8 4.TL10 PRELRIIARY ISSUE TO CONSULTANTS
153.6149 A 78.10.10 PRELIMINARY ISSUE TO AR(HTE(I
-^STpGE,^'
tfXTTNSION OF. TEMPORARY A((
SPARKING, AND SITE STORAGE AREA v^ISE TEMPORARY STEEL PM ACCESS PLATFORM
o
\1
FOR SCREW PILE OISTALLAT OL- ALTERNATIVELY USE
MOBILE MINI-BEMTOHEE (ON( R E E RIG. \
PROPOSED RESIDENCE
L ( , \ a I APPBBX . 7. OM A t7N 1 \SEDMENI COMTRO
J ;FENCE LOT 1
•^JVI . . . I 'x 4
71 SEAVIEW TERRACE
D T CONTRQi;'
F i E
SUNSHINE BEACH
u,^iwuuw;
. 11 17 1 L^
for A. SLINGER
7 STAGE
TEMPORARY ACCESS, PARKING,
STORA( AND TURN-AROUND
APRROU10 ITT'
MCU WORKS
SITE PLAN
ACCESS
(RA FOR MATERIAL DELIVER
0 LOWER BEDROOM S BLRI I
architect
TEIIPBRAAY ItAT i -(" 1EWOART RAN' STA
DULLY PIT FOLLOW PERMANENT. W gavin maddock
TODCONSULTING
ENGINEERS
STRUCTURAL CIVIL
x===A=___^' ==i
9P„53 TOO COO $& LTMO PTY. LTD.
uA Haln
PARKING FOR 1 CARS DURING STAGE 1 OF
TEMPORARY SITE ACCESS. REMAINING AREA
IS ADEQUATE FOR TRUCK TURN-AROUND
B. CE(RGE K. CAPPER OLEO 7110
SITE PLAN - TEMPORARY ACCESS H. GRAY PRYSTWA xr 17S0
17.5 10 1.5 5 7.5 a +. ` 9 y,.....
AHD
09578 P4 A a c D
Page 54
PILING LEGEND
CONTIGUOUS PILES :
TYPE A 600 A. FROM EXISTING GROUND TO RL 37.0 ALL VERTICAL AND RAKING PILES SHALL FOUND AT LEAST
1YPE 8 600 DNA. FROM EXISTRG GROUND TO RL 35.0 SM BELOW A 27' LINE PROJECTED FROM THE BASE Of THE SLOPE,
TYPE C 600 (IA. FROM EXISTING GROUND TO RL 43.0 AND AT LEAST 7.0M BELOW ORIGINAL GROUND LEVEL.
TYPE 0 600 CIA. FROM EXISTING GROUND TO 7.OM DEPTH THE SCREW PLNG CONTRACTOR MUST ALLOW FOR PRE-BONG
TYPE E 600 CIA. FROM EXISTING GROUND TO Rt 31.0 WHERE NECESSARY TO PENETRATE WEATHERED SANDSTONE LAYERS
TYPE F 600 CIA. FROM EXISTING GROUND TO 12.011 DEPTH SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE
(OH1S(AIJS PILES SHALL FOUND AT LEAST 7.OM BELOW ORIGINAL GROUND CONTRACTOR TO SAFELY WITHSTAND THE SPECIFIED SAFE WORKING
LEVEL, UNLESS DENOTED BY RL AS PER ABOVE TYPES. LOADS. AND CERTIFIED BY AN EXPERIENCED RPEO ENGINEER, WHO
SHALL PROVIDE APPROPRIATE FORM 15 AND FORM 16
SCREW PILES
P1 168 x 1.1 GALV AND EPOXY PANTED SCREW PILE
MINIMUM BM DEEP 30T SWL. (ON(. FLL
P2 219 x 61 GALV AND EPOXY PANTED SCREW PILE
MINIMUM BM DEEP SOT SWL. ((N(. FILL
P3 219 zI 12.7 GALV AND EPOXY PANTED SCREW PILE
MINIMUM! NM DEEP 60T SWL. (ON(. FILL
RT
Noose National Pam
North
RAKING AT 1 N 2.75 - 211 i 81 GALV AND EPOXY PANTED SCREW PILE
MINIMUM 12M LONG SWL r SOT TENSION (ON(. FILL 147
RE RAKE AT I N 1 - 7 >I 12.7 GALV AND EPOXY PANTED SCREW PILE NPW889
MINIMUM 12M LONG SOUL - BIT COMPRESSION. (0N(. FILL
o VERTICAL WICK DRAIN - PERFORATED 219 (BA. x 7.117. (NS
SCREW PILE - AT A.BM (RS. TO FOUND 2.011 BELOW ADJACENT
FLOOR LEVEL. DR AS INDICATED ON PLANS / SECTIONS.
- .-' TEMPORARY MIN-SNEEI PLNG
D 19.1110 FOR APPROVAL
C 17.11LIO FOR APPROVAL
B 12.1110 PRELIMINARY ISSUE TO CONSULTANTS
153.61$ `., A 28.10.10 PRELIMINARY ISSUE TO ARCHITECT
t I'll I ll- -
PROPOSED RESIDENCE
LOT 1
71 SEAVIEW TERRACE
URE IEK
GROUT
ITY"L nKn7ttraTrvmsr. n TO'j- -- .._.
SUNSHINE BEACH
for A. SLINGER
MCU WORKS
SITE PLAN
BULK EARTHWORKS
AND PILING
architect
gavin maddock
TODCONSULTING
ENGINEERS
STRUCTURAL CIVIL
TOO CONSULTING PTY. LTD.
Au na6Nnt
20 n,,F ; Noa.o...1!
>a ^. 61, 7oo%u.II. as Fr66
4hnr M 5u9 9600 For 1071 Stc!. ,^c^
E%. <rwm,r 6, 1'o
Meb rrro0<onedl,n0iov
Y PROVIDE SPRAYED CONCRETE AND URETER
as B. GEORGE K. CAPPER OCT 2010
GROUT PROTECTION ADJACENT TO DRIVEWAY
WHERE INDICATED SITE PLAN - BULK EXCAVATION AND PILING fne:rH
H. GRAY
In.M4
S. PRYSTUPA
Si..
1 250
12.5 10 1.5 5 2.5 0 cry n „ra om..
S a9 AHD
SCALE 1 250 UNREDUCED AT Al 09578 P5 A B ( 0
Page 55
SITE CONSTRUCTION PROCEDURES
1. (AR PARKING, BULK MATERIAL STORAGE ON SITE IN NTIAL SET LP
PHASE, AS PER TEMPORARY ACCESS PLAN.
2. COMPLETE EXISTING CONDITION I DILAPIDATION I SURVEYS ON ADJACENT
PROPERTIES
3. ESTABLISH SURVEY POINTS ACROSS ENTIRE SITE TO MONITOR ANY
SURFACE MOVEMENTS THROUGHOUT CONSTRUCTION PHASE
1. ESTABLISH EXTENDED TEMPORARY CONCRETE PAVED VEMCLE TURN AROUND ON SITE
USING TEMPORARY SCREW PILE AND SLEEPER WALLS ITED-BACK). SAND-FLIED
EXCAVATION GEOFABRK. OR GABION MATTRESSES AT SOUTH-WEST CORNER OF SITE
BEYOND S. DESIGN AND CONSTRUCT TEMPORARY ACCESS PLATFORMS FOR CFA PILING
RIG AND PROCEED TO BIRO THE PERMANENT WORKS AS PER OAG7AMIATE
L"?
50.00 70430
CONSTRUCTION STAGS 1-U. INSTALL. EROSION CONTROL FENCES.
6. PROTECT ALL VEGETATION AS PER ENVIRONMENTAL PLAN
3 '.Cw E 7. ALL CONCENTRATED STORMWATER MIST BE DISPOSED OF VIA APPROVED
EX <P- L-2 STORMWATER DISCHARGE SYSTEM AT ALL STAGES OF CONSTRUCTION
'4550 N:ECT -510
8. ALL TEMPORARY ACCESS TRACKS MUST BE CONSTRUCTED ON TSO GRAVEL
NOTE LAO OVER GEOFABRE AND CONTOURED TO AVOID CONCENTRATIONS OF SURFACE
NO BA(KFLL ABOVE NATURAL GROUND RUNOFF. MAXIMUM IARETARED FILL DEPTH TO M.
4700
SLAB ABOVE TO BE FULLY 91SPENDED 9. NOTE THAT 128 SURFACE SANDS AT THE SOUTH - EASTERN AREA OF THE SITE
I TYPICAL I
AREA V THE SAFE NATURAL STABLE ANGLE OF THE SAID, AND
z ______QrgnE Fkd'
3800 ml 3800 CONSEQUENTLY ANY WORK IN THE AREA MUST BE CARRIED OUT WITH EXTREME
T YPICAL CAUTION. UNDER SUPERVISION OF GEOTECHEAL ENGINEER, WHILE REGULARLY
WATER TANKS _AFUNDIO SIR-FLOOE__l _ Pool MONITORING SURFACE MOVEMENTS
:3554 PLUMBING ETC. SIGLIBEFULLY 35.00
SUSPENDED FROM PILED GROUND TO. SIZE, TYPE, DEPTH AND LENGTH OF PLES ARE BASED ON TYPICAL ASSUMED
BEAMS I GROUND CONDITIONS AND. THE MORRIS ON AND SIG GEOTECHNI(AL INVESTIGATIONS
----town Grand
OF THE GROUND MATERIAL ON SITE. FINAL PILING DETAILS, GROUT
3000 INJECTION AND CONSTRUCTION PROCEDURE WILL BE CONFIRMED AFTER DETALED
ANALYSIS OF TIE GEOTECFNCAL INVESTIGATION REPORT.
PILING DETALS WILL ALSO BE CO.ORRNATED WITH ADVICE FROM D 19.11.10 FOR APPROVAL
SPECIALIST PLUG CONTRACTORS. TM CFA CONTIGUOUS GROUT REPLACEMENT C 12.1110 FOR APPROVAL
LANDSCAPED
PATH RETAINING WALLS. 1E-BACKS AND STRUTTING ARE 70 BE DESIVED AND RPEO B 12.11.10 PRELNNARY 5511 TO CONSULTANTS
CERTIFIED BY THE CONTRACTOR N ACCORDANCE WITH THE RELEVANT A 28.10.18 PRELIMINARY ISSUE TO ARCHITECT
AUSTRALIAN CODES.
It DEPTH. SIN. LAYOUT AND TYPE OF PILING IS SCME]MATK ONLY AND 1 - -11
SMALL BE PRICED WITH APPROPRIATE RATES TO ALLOW PALING OF
VARIATIONS N AS-CONSTRUTED PILING WHICH MAY VARY DEPENDING ON
EXACT CONDITIONS ENCOUNTERED ON SITE DURING CONSTRUCTION.
12. THE CONTIGUOUS PLED WALLS SHALL BE GROUTED AND REPAIRED AS
REQUIRED AT ANY AREAS WHERE CONTIGUOUS PILES HAVE NOT PROVIDED A
PROPOSED RESIDENCE
13.
TIGHT STRUCTURAL WALL
A DRAINED AND VENTLATED INTERNAL CAVITY WALL SHALL BE PROVIDED AT
LOT 1
SECTION 2 ALL AREAS WHERE BOLDING WALLS ARE RETAINING SOIL. 71 SEAVIEW TERRACE
SUNSHINE BEACH
for A. SLINGER
MCU WORKS
SITE SECTIONS
NOTE
NO BACKFLL ABOVE NATAL GROUND
SLAB ABOVE TO BE FULL? SIKPE
I TYPICAL I
L.o2
45,50 architect
gavin maddock
161 754553327 161 154553327
1 nloa;oobnrnoddock cor
CONTIGUOUS PILING
TYPE B - BEYOND AT
APPROX. LEVEL Of
EXTREMELY WEATHERED
R 31-10 INTERNAL STAR
FULLY STRUT PILING AT ALL PILES TO FOUND AT OR TODCONSULTING
TOP AND N 42 BELOW THE 7.111N DEPTH LINE
SANDSTONE RL 33 APPROX,
CONTIGUOUS PILING ENGINEERS
TYPE D - 7,OM DEEP
STRUCTURAL CIVIL
CONTIGUOUS PILING TOO CON8ULT81G PTY. LTD.
W 3101W III
TYPE F 12.011 BELOW 00 'o' sr ,e' 6ooso. n.
NATURAL GROUND P. 0, 61 6006-:,-01. 2D (lot
PI>nl 1.71 5419 9600 04r 1071 5419 0, 04
440' mw,nse,oemnsunng,an
4.6 rrr rotlswsull.nq 10+
B. GEORGE 0,. K. CAPPER OCT 2810
SECTION 1 H. GRAY 1^IS. PRYSTIPA 1 250
125 10 7.5 5 2.5 0 -.A nN OM
6 .' 9 AMD
SCALE 1 250 UNITIJ(ED AT Al 09578 PE A B ( O
Page 56
STAGE 1 PROCEDURE : STAGE 2 PROCEDURE : STAGE 3 PROCEDURE :
• LOCALISED LEVELLING WISING GEOFABRK, ROCK BASE AND SCREW PIED • PROGRESSIVELY REMOVE TEMPORARY CONSTRUCTION PLATFORM AND • COMPLETE STORMWATER DISCHARGE FACILITY
RETAINING WALLS UP TO ESM HK,HI AT SITE ENTRANCE TO FORM TEMPORARY WITHDRAW TEMPORARY SCREW PILES AND STORE FOR RE-USE LATER, WILE • IF " TOP - DOWN - CONSTRUCTION METHOD IS ADOPTED.
TRACK AND VEHICLE TURN AROUND PROGRESSIVELY BUILDING 900 W X 600 0 REINFORCED CONCRETE WALL HEAD BEAM FORM UP AND BUILD PERMANENT ROOF (DRIVEWAY) SLAB. SUPPORTED ON
• MOVING PARALLEL TO WEST BOUNDARY, GRADUALLY INSTALL TEMPORARY AND 200MM BLOCK WALL OVER CONTIGUOUS PILES, ISOLATED (FA PILES AND STEEL SCREW PILES AND
SCREW PILES AND CONSTRUCTION PLATFORM OR SUITABLE LEVELLED PLATFORM • REINSTATE SURFACE PROTECTION AND SURFACE DRAINAGE TO SOILS BETWEEN BOUNDARY STRUCTURALLY CONNECT TO BUTTRESS AND BRACING WALLS UNDER
FOR (FA PILE RIG ACCESS AND INSTALL URETEK GROUT GROUND STABILIZATION AND NEW WALL, TO AVOID EROSION AND LOCAL SURFACE SAND SIP. • ROOF SLAB TO BE DESIGNED FOR CONSTRUCTION VEHICLE LOADID AND
ALOOF WEST BOUNDARY AND SURFACE SPOON DRAIN • MONITOR ADJACENT STRUCTURES, WALLS AND GOOD LEVELS MATERIAL STORAGE. AS WELL AS HORIZONTAL WALL LOAD
• INSTALL 600M DIAMETER CONTIGUOUS CFA GROUT PLED WALL AND VERTICAL • EXCAVATE ALONG CONTEAIOUS PLED WALL TO FORM PLATFORM AREA • CONTINUE TO MONITOR ADJACENT STRUCTURES
SCREW-N STEEL WICK DRAINS AT AM CENTRES • MINOR FLLNG TO MAXIMUM D 1M DEPTH • (O IE(T ROD DRAINAGE TO APPROVED STORMWATER DISPOSAL
• LOCALLY STABILISE ADJACENT FOOTNGS TO BLOCK WALLS AND FENCES • INSTALL RETANNG WALL AND ALL OTHER CONTIGUOUS AND
• MONITOR ADJACENT STRUCTURES, WALLS AND GROUND LEVELS ISOLATED PILES WITHIN BUILDING AREA
• COLLECT ANY CONCENTRATED STORMWATER FROM ABOVE AND ACROSS SITE, • INSTALL ALL REQUIRED RAKING PILE COMPRESSION AND TENSION ANCHORS,
AND DISCHARGE TO APPROVED LOCATION AND TEMPORARY SAND ANCHORS WHERE POSSIBLE UNDER WEST ADJACENT LOTS 5
• INSTALL SEDIMENT / EROSION CONTROL & 6, AS PER PLED WALL DETAILED DESIGN.
I_3-0.
.n SPRAY CONCRETE PROTECTION
TO EXPOSED CONCRETE FOOTING
ROOF SLAB I DRIVEWAY I TED INTO
TEMPORARY WORK BUTTRESS AND BRACING PILED WALLS
PLATFORM
TOP OF WALL TEMPORARY
RL 50.0 FORMWORK
3.5-40WOE o. N
URETEK GROUT -^.
EXISTING MDR FLUNG TO A nAXMM
INJECTION
GROUND SLOPE , S x> DEPTH OF La
301 SCREW PILES
AT L.O. CRS.
VERTICAL 6.0. LONG
WICK DRAINS
D (9.11L10 FOR APPROVAL
C 13.1110 FOR APPROVAL
600 DIA. CONTIGUOUS 0 12.It10 PRELIMINARY ISSUE TO CONSULTANTS
PILE WALL
A 20.10.11 PRELMURY ISSUE TO ARCHITECT
O.i, 6e•y Ms,
PROPOSED RESIDENCE
LOT 1
STAGE 1 - SECTION STAGE 2 - SECTION STAGE 3 - SECTION 71 SEAVIEW TERRACE
SUNSHINE BEACH
for A. SLINGER
EXTEND PfLE REINFORCEMENT
500.. INTO STABILISED SAND PING CONSTRUCTION
PLATFORM
STAGE 4 PROCEDURE MCU WORKS
•
•
REMOVE ROOF/DRIVEWAY SLAB FORMWORK RAFTER 20 DAYS) CONSTRUCTION
PROGRESSIVELY EXCAVATE DOWN 10 APPROX RL AS.O, IN All LENGTHS
AND (OBSTRUCT GARAGE LEVEL FLOOR SLAB TO RL AS, FULLY TED IN TO PLED WALLS
BELOW. AT THE SAME TIME NSTALL SUB-FLOOR SEEPAGE DRAINS AND (ONIE(0 VERTICAL
PROCEDURE
WICK DRAMS THROUGH PLED WALL
• PROGRESSIVELY EXCAVATE BED 2/3 AREA IN 6M LENGTHS TO APPROX RL 42.0 AND
NSTALL SUB-FLOOR SEEPAGE DRAINS AIDE CONNECT THROUGH TO VERTICAL WICK DRAINS TOP SOIL BACKF^ L AND DRAINAGE
• INSTALL GROUND ANCHORS RAKING PILES AND BUILD TIE BEAMS, POUR 6M SEGMENTS TO LANDSCAPE ARCHITECTS DETAILS
Of BEDROOM 2 & 3 FLOOR SLAB AT RL 40 FOR PERIMETER PLANT:'LAGS architect
gavin maddock
CONSTRUCT ALL BRACING CONTINUOUS 90OW x 6000
WALLS TO U/SI E ROOF SLAB WALL HEAD BEAM
I
NOTE
REFER TO JONES FLINT 6 PIKE STORMWATER TODCONSULTING
TEMPORARY GROUND MANAGEMENT PLAN M2339 I REY C I FOR DETAILS OF
ALL DRAINAGE AND FINISHED PROFILES OF THIS
ANCHORS TO BE REMOVED
AFTER COMPLETION OF 3,9+1 WIDE CON(RETE/VEGETAON LIHIED DRAIN ENGINEERS
(ONSTRUCTON
CONNECT DRAINS
THROUGH PENETRATIONS STRUCTURAL CIVIL
SUB FLOOR
SOUTH-WEST BOUNDARY
DRAINS
600 DIA. CONTIGUOUS PROTECTION DETAIL TOO CONSULTMO PTY. LTD.
^A. nvw>y
PLED WALL
Z- J a., So
i., n -^ Ch 5,4 i(.
c IM. nos++.'eeoniw^a..
DEPTH OF PILES MUST ALSO BE AT LEAST rro ... Ioa-monpmm
TAM BELOW NATURAL GROUND LEVEL
600 OA. CONTKAJOUS
PILED WALL TENSION SCREW
PILES
COMPRESSION B. GEORGE uo. K. CAPPER OCT 2110
RAKING PILES TYPICAL 600 DIA. CFA
X. (PAT S PRYSTIPA kW I -. IN
GROUT REPLACEMENT PILE 6 6 4 2 x,.
STAGE 4 - SECTION 10 0
no.., r
AHO
SCALE 1200 UNREDUCED AT Al 09578 P7 A B' C D
The text continues on page 57.
Used in these records
08/0169 Information Response to DERM - 71 Seaview Terrace Sunshine BeachRelated documentApplication case desk ↗
About this file
- File size
- 14.8 MB (very large file)
- File type
No other editions are linked here.
Original file
Log in to download the original file
The download may take a few minutes. On mobile data, it is best to wait for Wi-Fi.