THEVENARD MARINE OFFLOADING FACILITY Marine... · insitu concrete s50 * 20 ... internal sides...
-
Upload
trinhtuyen -
Category
Documents
-
view
214 -
download
0
Transcript of THEVENARD MARINE OFFLOADING FACILITY Marine... · insitu concrete s50 * 20 ... internal sides...
CONCRETE NOTES
FOOTING NOTES
ALL CONCRETE SHALL BE CURED FOR AT LEAST 7 DAYS AND PREFERABLY 14 DAYS UNDER AMBIENT CONDITIONS.
CURING MUST COMMENCE IMMEDIATELY AFTER FINISHING HORIZONTAL SURFACES. CHEMICAL CURING COMPOUNDS
SHALL NOT BE USED. POLYETHYLENE SHEETING OR WET HESSIAN SHALL BE USED.
C12
CONCRETE SHALL BE PLACED IN WATERTIGHT FORMS, THOROUGHLY COMPACTED AND PROTECTED FROM WIND
EVAPORATION AND EXCESSIVE TEMPERATURE. INTENSE COMPACTION SHALL BE USED FOR ALL PRECAST
ELEMENTS.
C10
ALL CONCRETE SHALL HAVE A MAXIMUM WATER TO BINDER RATIO OF 0.37.
SUPER-PLASTICIZERS SHOULD BE IN ACCORDANCE WITH AS 1012.13.
C7
GENERAL PURPOSE PORTLAND CEMENT ALONE SHALL BE USED AS THE BINDER (OR A BLENDED CEMENT INACCORDANCE WITH AS 3972). CEMENTITIOUS CONTENT SHALL NOT BE LESS THAN 460kg/m3.
C9
PILING NOTESP1 PILES TO BE LOCATED WITHIN 75mm IN ANY DIRECTION FROM THEIR INTENDED DESIGN POSITION AT CUTOFF LEVEL.
P2 SEABED LEVELS SHOWN ON THESE DRAWINGS ARE APPROXIMATE ONLY AND MAY VARY ACROSS THE SITE. SEABED
LEVELS AND RELATIVE DEPTHS BELOW SEABED LEVEL ARE TO BE CONFIRMED DURING CONSTRUCTION.
P3 OUTSIDE FACE OF ALL PILES TO BE CORROSION PROTECTED FROM TOP DOWN TO 2m (MIN.) BELOW SEABED.
P4 FIELD SPLICES IN THE PILES ARE NOT PERMITTED WITHOUT THE APPROVAL OF THE ENGINEER. IF A SPLICE IS
APPROVED IT SHALL BE MADE WITHIN TOLERANCE WITH A FULL PENETRATION WELD AND VERIFIED BY 100%
VISUAL EXAMINATION PLUS 100% UT. PILE SPLICES SHALL BE WELDED WITH STEEL THICK BACKING STRIPS, 4mm
x 100mm WIDE.
CONCRETE PLACED UNDERWATER SHALL BE A SPECIFIC MIX SUITABLE FOR TREMIE PLACEMENT. INCREASE
CEMENT CONTENT BY AT LEAST 25%.
ALL CONSTRUCTION POUR JOINTS TO BE SCABBLED AND CLEANED UNLESS SPECIFIED OTHERWISE.C22
THE MINIMUM CLEAR SPACING BETWEEN CONDUITS, CABLES, PIPES AND BARS SHALL BE AS REQUIRED BY AS3600BUT NOT LESS THAN THREE DIAMETERS HORIZONTALLY FOR HORIZONTAL CONDUITS ETC IN SLABS, WALLS ANDFOOTINGS AND NOT LESS THAN ONE DIAMETER FOR ALL OTHER CONDUITS ETC.
C21
NO REINFORCEMENT SPLICES SHALL BE MADE IN POSITIONS OTHER THAN THOSE SHOWN ON THE STRUCTURALDRAWINGS WITHOUT THE PRIOR APPROVAL OF THE ENGINEER.
C20
BARS SHOULD BE DISTRIBUTED OVER THE EXTENT INDICATED U.N.O.C19
CONSTRUCTION JOINTS WHERE NOT SHOWN ON THE DRAWINGS SHALL BE LOCATED TO THE APPROVAL OF THEENGINEER.
C18FORMS SHALL BE CHAMFERED FOR RE-ENTRANT ANGLES AND FILLETED FOR CORNERS.C17
SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF ANY APPLIED FINISHES. BEAM DEPTHS ARENOTED FIRST AND INCLUDE THE THICKNESS OF THE SLAB IF ANY.
C16
WHENEVER THE CURRENT AMBIENT TEMPERATURE OR THE TEMPERATURE FORECAST FOR THE DAY OF POUREXCEEDS 35° THE CONTRACTOR SHALL NOTIFY THE ENGINEER WITHIN 24 HOURS OF HIS INTENTION TO POURCONCRETE. THE ENGINEER AT HIS DISCRETION MAY OR MAY NOT PERMIT CONCRETE POURING.
C15
HARD DRAWN WIRE GRADE 450W TO AS4671LIGATURES & TIESGRADE D500L TO AS4671FABRICGRADE 500N TO AS4671BARS
REINFORCEMENT:C14
NOTE: ALL BAR CRANKS TO BE NO GREATER THAN 1 in 6 U.N.O.
1500mmN32800mmN201350mmN28600mmN161100mmN24400mmN12
2 CROSS WIRES PLUS 25mmFABRICLAPS. UNLESS NOTED OTHERWISE, ALL LAPS SHALL BE AS FOLLOWS:C13
GIVE THE ENGINEER MINIMUM 24 HOURS PRIOR NOTICE FOR ALL REQUIRED INSPECTIONS.C11
ALL REINFORCEMENT IN SLABS AND BEAMS SHALL BE SUPPORTED ON CHAIRS TO GIVE THE REQUIRED COVER.C8
* ALL CONCRETE SHALL HAVE A DRYING SHRINKAGE OF LESS THAN 600 MICRO STRAIN AT 56 DAYS,
DETERMINED IN ACCORDANCE WITH AS 1012.13.
20S50 *INSITU CONCRETE
120± 3020S50 *PRECAST CONCRETE
SLUMPMAX AGGREGATE (mm)GRADE (MPa)LOCATION
SCHEDULE OF CONCRETE PROPERTIES TO BE USED FOR THE PARTICULAR SECTION OF WORK SHALL BE AS
FOLLOWS UNLESS OTHERWISE INSTRUCTED BY THE ENGINEER. CONCRETE USED IN MARITIME STRUCTURES
SHALL BE SPECIAL CLASS CONCRETE OF HIGH QUALITY AND LOW PERMEABILITY SUITABLE FOR A MARINE
ENVIRONMENT AND AS A MINIMUM, SHALL COMPLY WITH THE REQUIREMENTS OF BOTH AS 3600 "CONCRETE
STRUCTURES" AND AS 4997 "GUIDELINES FOR THE DESIGN OF MARITIME STRUCTURES". ALL MIX DESIGNS,
INCLUDING AN ESTIMATE OF PERMEABILITY, SHALL BE SUBMITTED TO THE ENGINEER FOR INSPECTION AND
REVIEW A MINIMUM 14 DAYS PRIOR TO POURING.
C5
IN-SITU
CONCRETE
2OFF-FORMBOTTOM / SIDE FACE
LIGHT BROOMTOP FACEPRECAST
CONCRETE
CLASS OFFORMWORK
TYPE OF FINISHSURFACELOCATION
REQUIRED SURFACE FINISH AND CLASS OF FORMWORK FOR IN-SITU CONCRETE SHALL CONFORM WITH THEFOLLOWING UNLESS OTHERWISE INSTRUCTED BY THE ENGINEER.
C4
75757575IN SITU CONCRETE.
50505050PRECAST CONCRETE
SIDESINTERNAL
SIDESEXTERNAL
BOTTOMTOP
COVER (mm)
CLEAR CONCRETE COVER TO REINFORCEMENT FOR IN-SITU CONCRETE ELEMENTS SHALL BE:C3
THE CONTRACTOR SHALL CO-ORDINATE WITH ALL TRADES TO ENSURE THAT PROVISION IS MADE FOR ALLNECESSARY REBATES OR OPENINGS IN CONCRETE, AND CASTING IN OF CONDUITS, WHETHER OR NOTSPECIFICALLY DETAILED ON THE DRAWINGS.
C2
ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AUSTRALIAN STANDARD AS3600CONCRETE STRUCTURES, THE SPECIFICATION AND DETAILS PROVIDED ON THE DRAWINGS, UNLESS OTHERWISEINSTRUCTED BY THE ENGINEER. FORMWORK TO AUSTRALIAN STANDARD AS3610.
C1
ALL FOOTINGS ARE TO BE FOUNDED 200mm MIN. INTO FIRM MATERIAL AS APPROVED BY THE ENGINEER ON SITE.
NOT IN LOOSE FILL.NOT IN LOOSE FILL.NOT IN LOOSE FILL.NOT IN LOOSE FILL..F1
GENERAL NOTESG1 THESE DRAWINGS MUST BE READ IN CONJUNCTION WITH ALL CONSULTANT DRAWINGS, THE SPECIFICATION
AND WITH SUCH OTHER WRITTEN INSTRUCTIONS ISSUED DURING THE COURSE OF THE CONTRACT. IF ANY
DISCREPANCIES ARE DISCOVERED BETWEEN THE DRAWINGS, THE SPECIFICATION AND OTHER WRITTEN
INSTRUCTIONS ISSUED DURING THE COURSE OF THE CONTRACT, THE ENGINEER SHALL BE CONTACTED FOR
CLARIFICATION AND ADVICE PRIOR TO PROCEEDING WITH ANY ACTION.
G2 THIS STRUCTURE HAS GENERALLY BEEN DESIGNED IN ACCORDANCE WITH "AS 4997-2005: GUIDELINES FOR
THE DESIGN OF MARITIME STRUCTURES". WHERE ADDITIONAL GUIDANCE IS REQUIRED BEYOND THE SCOPE
OF THE AUSTRALIAN STANDARD, "BS 6349: MARITIME STRUCTURES" & THE "COASTAL ENGINEERING
MANUAL" PREPARED BY THE U.S. ARMY CORPS OF ENGINEERS HAVE BEEN UTILISED.
G3 THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE STRUCTURE IN A STABLE CONDITION
AND ENSURING NO PART SHALL BE OVER STRESSED DURING CONSTRUCTION ACTIVITIES.
G4 THESE DRAWINGS SHALL NOT BE SCALED. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE (U.N.O.)
G5 THE STRUCTURAL DESIGN CRITERIA ARE:
GENERAL:
- IMPORTANCE LEVEL 2
- ANNUAL PROBABILITY OF EXCEEDANCE 1:500 (WIND)
1:500 (EARTHQUAKE)
IMPOSED LOADS:
GENERAL:- 15kPa or 20t PT LOAD (2 @ 4m CTS.)
WIND LOADS:
- TERRAIN CATEGORY:
- REGIONAL GUST WIND SPEED:
- DIRECTIONAL MULTIPLIER:- TERRAIN/HEIGHT MULTIPLIER:
- SHIELDING MULTIPLIER:
- TOPOGRAPHIC MULTIPLIER:
VR (500)
Md
Mz CAT
MsMt
=
=
=
==
2
45 m/s
1.01.0
1.0
1.0
EARTHQUAKE LOADS:
- PROBALITY FACTOR:
- SITE SUB SOIL CLASS:
Kp
z
==
=
1.00.03
De
G6 THE CONTRACTOR SHALL GIVE THE ENGINEER 72 HOURS NOTIFICATION FOR:
- EXCAVATION INSPECTION AND REINFORCEMENT INSPECTION PRIOR TO PLACEMENT OF CONCRETE
- COMMENCEMENT OF PILE DRILLING.
G7 SUBSTITUTIONS SHALL BE APPROVED BY THE ENGINEER IN WRITING PRIOR TO USE.
G8 ALL PROPRIETARY PRODUCTS SHALL BE INSTALLED STRICTLY IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS & WHERE REQUIRED STRUCTURAL CERTIFICATION SHALL BE PROVIDED BY THE
CONTRACTOR PRIOR TO INSTALLATION.
G9 ELECTRONIC COPIES OF DRAWINGS SHALL BE USED STRICTLY AT THE RECIPIENT'S RISK.
PONTOON:- 5kPaGANGWAY:- 5kPa
- HAZARD FACTOR:
80± 20
P5 RAKER PILE LOCATIONS RELATE TO CUTOFF R.L. OF 9.180m CD
CURRENT LOADS:
- DESIGN CURRENT: 5 KNOTS C6
NO ADDITIONAL ALLOWANCE FOR DYNAMIC LOADS REQUIRED.
MAX SPEED LIMIT 10kph.
2OFF-FORMBOTTOM / SIDE FACE
LIGHT BROOMTOP FACE
STEELWORK NOTES
ALL EDGES ARE TO BE RADIUSED TO A MINIMUM OF 3mm. U.N.O.S14
ALL HOLLOW SECTIONS TO BE DUAL GRADE 350/450 IN ACCORDANCE WITH AS1163 U.N.O.S16ALL STEEL BEAMS TO BE GRADE 300 PLUS. U.N.O.S15
THE CONTRACTOR SHALL ENSURE THAT THE CORROSION PROTECTION COATING IS PROTECTED FROM DAMAGEDURING ERECTION OF STEEL.
S13
ALL PROPERTY CLASS 8.8 BOLTS, CLASS 8 NUTS, AND ASSOCIATED WASHERS SHALL COMPLY WITH AS/NZS1252-1996. THE FABRICATOR SHALL PROVIDE THE ENGINEER WITH BOTH A MANUFACTURER'S TEST CERTIFICATEPREPARED BY AN ACCREDITED TESTING ORGANISATION IN THE COUNTRY OF MANUFACTURE, TOGETHER WITH ACERTIFICATE OF COMPLIANCE PREPARED BY AN INDEPENDENT NATA-ACCREDITED TESTING LABORATORYVERIFYING COMPLIANCE OF EACH BATCH OF BOLTS TO THE ABOVE AUSTRALIAN STANDARD. THE CERTIFICATEOF COMPLIANCE MUST BE FULLY TRACEABLE TO INDIVIDUAL BATCHES OF BOLTS, AND ADDRESS CHEMICAL,MECHANICAL, AND DIMENSIONAL COMPLIANCE. ANY BOLTS NOT MEETING THE REQUIREMENTS OF AS/NZS1252-1996 WILL BE REJECTED. BOLTS NOT POSSESSING BOTH A MANUFACTURER'S TEST CERTIFICATE ANDCERTIFICATE OF COMPLIANCE WITH AS/NZS 1252-1996 WILL BE REJECTED.
S12
HIGH STRENGTH STRUCTURAL BOLTS AS ABOVE, FULLY TENSIONED TO AS1511 IN AFRICTION TYPE JOINT AND U.N.O. WITH FACING SURFACES LEFT UNCOATED.
8.8/TF
HIGH STRENGTH STRUCTURAL BOLTS AS ABOVE, FULLY TENSIONED TO AS1511 IN ABEARING TYPE JOINT.
8.8/TB:
HIGH STRENGTH STRUCTURAL BOLTS, WITH BOLTS, NUTS AND HARDENEDWASHERS TO AS1252, SNUG TIGHTENED.
8.8/SCOMMERCIAL BOLTS TO AS1111, SNUG TIGHTENED.4.6/S
BOLT TYPES SHALL BE AS FOLLOWS:S11
ALL BOLTS TO BE GRADE 8.8/S U.N.O.STUD BOLTS (WELDED) SHALL BE GRADE 4.6/S (REFER TO DETAIL)HOLDING DOWN BOLTS SHALL BE GRADE 4.6/S U.N.O.
S10
AFTER TIGHTENING, EXPOSED FACES OF NUTS, BOLTS AND WASHERS SHALL BE PREPARED AND COATED ASSPECIFIED OR AS FOR ADJACENT WORK.
S9
PROGRESSIVE SURVEY SHALL BE CONDUCTED TO PROVIDE EVIDENCE OF COMPLIANCE WITH SPECIFIEDCONSTRUCTION TOLERANCES.
S8
GRIT BLAST TO CLASS 2.5 OF AS1627ALL STEELWORK*
HIGH BUILD, HIGH SOLIDS EPOXY
PAINT TO A MINIMUM DRY FILM
THICKNESS OF 1000 MICRONS 2 500
MICRONS COATS. REFER TO
SPECIFICATION FOR ADDITIONAL
DETAILS.
REFER SPEC.SITE WELDS*
HOT DIP GALVANISEDCHEMICALNUTS, BOLTS,
WASHERS
ANTI-CORROSION COATINGSURFACE PREPARATIONLOCATION
SURFACE PREPARATION AND PRIMING OF SURFACES SHALL CONFORM WITH THE FOLLOWING:S7
ALL HOLLOW SECTIONS TO BE FULLY SEALED, UNLESS NOTED OR APPROVED OTHERWISE.S6
THE MINIMUM CONNECTION BETWEEN 2 STRUCTURAL MEMBERS SHALL BE A 8mm C.F.W. (SP GRADE) UNLESS
NOTED OTHERWISE.
S5
100% -VISUAL SCAN30% -VISUAL EXAMINATION10% -ULTRASONIC OR RADIOGRAPHIC
FULL PENETRATION BUTT WELD (F.P.B.W.)TO AS1554 U.N.O.
SHOP BUTTWELDS
TESTING REQUIREMENTSMINIMUM REQUIREMENTSTYPE
ALL WELDING SHALL CONFORM WITH THE REQUIREMENTS OF AS1554 AND AS4100.S4
CONNECTIONS AND JOINTS SHALL BE DETAILED, WHERE NOT DETAILED, OBTAIN PRIOR ADVICE FROM THE ENGINEER.S3
ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH DETAILS PROVIDED ON THE DRAWINGS UNLESSOTHERWISE DIRECTED BY THE ENGINEER.
S2
ALL WORKMANSHIP AND MATERIALS INCLUDING THE SUPPLY, FABRICATION AND ERECTION SHALL CONFORM
WITH THE SPECIFICATION, AS4100 AND RELEVANT CODES.
S1
100% -VISUAL SCAN30% -VISUAL EXAMINATION10% -MAGNETIC PARTICLE
MINIMUM 6mm C.F.W. E48xx U.N.O. CATEGORY
SP U.N.O.SHOP FILLETWELDS
SITE BUTTWELDS
FULL PENETRATION BUTT WELD (F.P.B.W.)TO AS1554 U.N.O.
100% -VISUAL SCAN
10% -ULTRASONIC OR RADIOGRAPHIC
100% -VISUAL SCAN30% -VISUAL EXAMINATION10% -ULTRASONIC OR MAGNETIC
PARTICLE TESTED
SITE FILLETWELDS
MINIMUM 6mm C.F.W. E48xx U.N.O. CATEGORY
SP U.N.O.
HIGH BUILD, HIGH SOLIDS EPOXY
PAINT TO A MINIMUM DRY FILM
THICKNESS OF 1000 MICRONS 2 500
MICRONS COATS. REFER TO
SPECIFICATION FOR ADDITIONAL
DETAILS.
30% -VISUAL EXAMINATION
ALTERNATIVE ANTI CORROSION METHOD FOR SITE REPAIRS.
DENSO STEELCOAT 100 ANTI CORROSION SYSTEM WITH HIGH TACK PRIMER AND ELASTOMERIC URETHANE
MEMBRANE TOP COAT. SURFACE PREPARATION AND APPLICATION TO MANUFACTURER'S SPECIFICATION.
*
THEVENARD MARINE OFFLOADING FACILITY
A1.00 COVER & NOTES SHEET
S1.00 SITE LOCATION PLAN
S1.01 GENERAL ARRANGEMENT PLAN
S1.02 BREAKWATER SETOUT PLAN
S1.03 CHANNEL PLAN
S2.00 GENERAL SECTIONS
C
A1A1A1A1 Sheet No.Job Number Rev.
Design Drawn
DRAWING NUMBER
When sheet printed full size, the scale bar is 1:1 (100mm).
0 50 100mm
REV. DATE DESCRIPTION CHKD.ENG.DRAFT.
PREL
IMIN
ARY
ISSU
EN
OT
FO
R C
ON
ST
RU
CT
ION
Aztec Analysis is a trading name of W&GEngineers Pty. Ltd. ACN 052 528 926
Email: [email protected]
60 Wyatt Street, Adelaide, South Australia, 5000
Telephone:(08) 8223 5190 Facsimile:(08) 8232 0967
Aztec Analysis
DDDD
13/09/2012 1:54:59 PM
C:\WG Revit Local\AAD110770_blewis.rvt
AAD110770 A1.00BMLLC
COVER & NOTES SHEET
BOSANQUET BAYTHEVENARD, SA
THEVENARD MARINE OFFLOADING FACILITY
Engineers and PlannersProject Managers
DRAWING LIST
A 11.07.12 CLIENT REVIEW BML LC
B 27.07.12 CLIENT REVIEW BML LC
C 05.09.12 CLIENT REVIEW BML LC
D 13.09.12 CLIENT REVIEW BML LC
N 6
44
10
00
m
N 6
44
12
00
m
N 6
44
14
00
m
N 6
44
16
00
m
N 6
44
18
00
m
N 6
44
20
00
m
E 373800 m
E 373600 m
E 373400 m
E 373200 m
E 373000 m
REFER TO DRAWING S1.01
C
A1A1A1A1 Sheet No.Job Number Rev.
Design Drawn
DRAWING NUMBER
When sheet printed full size, the scale bar is 1:1 (100mm).
0 50 100mm
REV. DATE DESCRIPTION CHKD.ENG.DRAFT.
PREL
IMIN
ARY
ISSU
EN
OT
FO
R C
ON
ST
RU
CT
ION
Aztec Analysis is a trading name of W&GEngineers Pty. Ltd. ACN 052 528 926
Email: [email protected]
60 Wyatt Street, Adelaide, South Australia, 5000
Telephone:(08) 8223 5190 Facsimile:(08) 8232 0967
Aztec Analysis
DDDD
13/09/2012 1:55:34 PM
C:\WG Revit Local\AAD110770_blewis.rvt
AAD110770 S1.00BMLLC
SITE LOCATION PLAN
BOSANQUET BAYTHEVENARD, SA
THEVENARD MARINE OFFLOADING FACILITY
Engineers and PlannersProject Managers
SCALE 1 : 5000
SITE LOCATION PLAN
NO
RT
H
EX AUS 122
MARINE CHART
YATALA CHANNEL
A 11.07.12 CLIENT REVIEW BML LC
B 27.07.12 CLIENT REVIEW BML LC
C 05.09.12 CLIENT REVIEW BML LC
D 13.09.12 CLIENT REVIEW BML LC
E 373000 m
E 373200 m
E 373400 m
E 373600 m
E 373800 m
N 6
44
12
00
m
N 6
44
10
00
m
N 6
44
14
00
m
N 6
44
16
00
m
N 6
44
18
00
m
N 6
44
20
00
m
-4.0m CD
-3.0m CD
-3.0m CD
-2.0m CD
-2.0m CD
-1.0m CD
-1.0m CD
+0.0m CD
+0.0m CD
-4.0m CD
-5.0m CD
-5.0m CD
REF
ER T
O D
RA
WIN
G S
1.03
REF
ER T
O D
RA
WIN
G S
1.02
MANOEUVRE AREA & CHANNEL -4.5m CD 50m WIDE
332° 4' 12" INBOUND 152° 03' 5
8" OUTBOUND TRUE
NEW BREAKWATER
WITH ROADWAY
SHEET PILED WHARF
-4.5m CD
DREDGED BASIN
DREDGED CHANNEL
APPROACH
C
A1A1A1A1 Sheet No.Job Number Rev.
Design Drawn
DRAWING NUMBER
When sheet printed full size, the scale bar is 1:1 (100mm).
0 50 100mm
REV. DATE DESCRIPTION CHKD.ENG.DRAFT.
PREL
IMIN
ARY
ISSU
EN
OT
FO
R C
ON
ST
RU
CT
ION
Aztec Analysis is a trading name of W&GEngineers Pty. Ltd. ACN 052 528 926
Email: [email protected]
60 Wyatt Street, Adelaide, South Australia, 5000
Telephone:(08) 8223 5190 Facsimile:(08) 8232 0967
Aztec Analysis
DDDD
13/09/2012 1:57:11 PM
C:\WG Revit Local\AAD110770_blewis.rvt
AAD110770 S1.01BMLLC
GENERAL ARRANGEMENT PLAN
BOSANQUET BAYTHEVENARD, SA
THEVENARD MARINE OFFLOADING FACILITY
Engineers and PlannersProject Managers
SCALE 1 : 2000
GENERAL ARRANGEMENT PLAN
AUS 122
5m DEPTH CONTOUR
AUS 122
2m DEPTH CONTOUR
AUS 122
5m DEPTH CONTOUR
AUS 122
2m DEPTH CONTOUR
NO
RT
H
A 11.07.12 CLIENT REVIEW BML LC
B 27.07.12 CLIENT REVIEW BML LC
C 05.09.12 CLIENT REVIEW BML LC
D 13.09.12 CLIENT REVIEW BML LC
CONTOURS FROM SURVEY ON
FLINDERS PORTS DRAWING 25828/2
(DATED MAY 2003)
S1S2.00
S3S2.00
SHEET PILE
WALL
1.5m WIDE x 16.5m LONG
ALUMINIUM GANGWAY
TWO LANE TRAFFIC ENTRY
STAFF PARKING AREA & VEHICLE
ACCESS TO OIL DISPOSAL STATION
EXISTING
CONCRETE SLIPWAYREMOVE EXISTING
TIMBER PILES
S2S2.00
S4S2.00
-4.5m CD
-4.5m CD
DREDGED TO -4.5m CD
+4.2m CD
(+3.2m AHD)
-3.0m CD
ROCK BREAKWATER
PIVOT POINT FOR NEW
HEADING OF BREAKWATER
DREDGED TO -3.0m CD
DREDGE BATTER
12.0 m
-4.0m CD
-3.0m CD
-3.0m CD-2.0m CD
-2.0m CD
-1.0m CD
-1.0m CD
+0.0m CD
+0.0m CD
+1.0m CD+2.0m CD
+3.0m CD
+4.0m CD
+5.0m CD
+4.0m CD
+3.0m CD
+2.0m CD
+1.0m CD
15.5 m
86.0 m
73.0 m
12.0 m
71.5 m
127.5 m
+4.2m CD (+3
.2m AHD)
N 6442000 m
N 6441800 m
N 6441600 m
N 6441400 m
DREDGE BATTER
5.0 m
8.0 m
90°
150°
CHANNEL MARKER
CHANNEL MARKER
11.5 m
13
33.0 m
19.0 m
91.0 m
60.0 m
12.5 m15.0 m
11.5 m
11.5 m
14.5 m
0.0m CD = AHD -0.99m
0.99m CD = 0.00m AHD
CHART DATUM 5.630m BELOW BOLT IN CONC.
NEAR HARBOURMASTERS OFFICE
BOLT = R.L. 36.311m F.P.S.A THEVENARD DATUM
= E.L. 4.637m AHD PER NAT. MAPPING 1973.
HORIZONTAL DATUM GDA-MGA94 (APPROX FOR CONCEPT = WGS84)
TRANSFORMED FROM AGD-AMG84 SUPPLIED Slipway_May03_AMG_CD
ZONE 53 VERTICAL DATUM CHART.
NOTE:
EXISTING
TIMBER LANDING
EXISTING
CONCRETE WHARF
WINCH CABLE WORKING AREA BESIDE TWO LANE ENTRY
6m x 180m APPROX.
REFER TO DWG S1.03 FOR CONTINUATION
(TYPICAL)
50m WIDE CHANNEL
EXISTING
CONCRETE RAMP
CHANNEL MARKER
CHANNEL MARKER
EXISTING SHED
30x10m BERT
H30x10m
BERTH
30x10m BERT
H
30x10m BERTH
3.0 m
22°
E 373000 m
E 373200 m
E 373400 m
165° TN
CHANNEL MARKER
N 6441697 m
E 373356 m
N 6441708 m
E 373297 m
N 6441658 m
E 373248 m
N 6441851 m
E 373145 m
N 6441637 m
E 373169 m
N 6441835 m
E 373087 m
N 6441985 m
E 373034 m
PILOT
82m x 2.4m FLOATING PONTOON
RESTRAINED BY PILES WITH ROLLER GUIDES
N 6441805 m
E 373298 m
N 6441770 m
E 373375 m
RESCUE
29.0 m30.0m
32.0m
20.0m
90.0m
30x10m BERT
H
30x10m BERT
H
30x10m BERT
H30x10m
BERTH
30x10m BERT
H
40.0 m
14.0 m
30x10m BERT
H
30x10m BERT
H
MOORING PILES
82.0 m
N 6441839 m
E 373220 m
60.0 m
30x10m BERT
H
15.0 m
C
A1A1A1A1 Sheet No.Job Number Rev.
Design Drawn
DRAWING NUMBER
When sheet printed full size, the scale bar is 1:1 (100mm).
0 50 100mm
REV. DATE DESCRIPTION CHKD.ENG.DRAFT.
PREL
IMINAR
Y ISSU
ENOT FOR C
ONSTRUCTIO
N
Aztec Analysis is a trading name of W&GEngineers Pty. Ltd. ACN 052 528 926
Email: [email protected]
60 Wyatt Street, Adelaide, South Australia, 5000
Telephone:(08) 8223 5190 Facsimile:(08) 8232 0967
Aztec Analysis
DDDD
13/09/2012 2:02:12 PM
C:\WG Revit Local\AAD110770_blewis.rvt
AAD110770 S1.02BMLLC
BREAKWATER SETOUT PLAN
BOSANQUET BAYTHEVENARD, SA
THEVENARD MARINE OFFLOADING FACILITY
Engineers and PlannersProject Managers
SCALE 1 : 1000
BREAKWATER SETOUT PLAN
NORTH
A 11.07.12 CLIENT REVIEW BML LC
B 27.07.12 CLIENT REVIEW BML LC
C 05.09.12 CLIENT REVIEW BML LC
D 13.09.12 CLIENT REVIEW BML LC
-4.5m CD
DREDGED TO -4.5m CD
-4.0m CD
-4.0m CD
-3.0m CD
-2.0m CD
DREDGE BATTER
E 373600 m
N 6
44
18
00
m
N 6
44
16
00
m
N 6
44
14
00
m
N 6
44
12
00
m
-4.5m CD
E 373400 m
E 373200 m
N 6
44
12
00
m
DREDGE BATTER
0.0m CD = AHD -0.99m
0.99m CD = 0.00m AHD
CHART DATUM 5.630m BELOW BOLT IN CONC.
NEAR HARBOURMASTERS OFFICE
BOLT = R.L. 36.311m F.P.S.A THEVENARD DATUM
= E.L. 4.637m AHD PER NAT. MAPPING 1973.
HORIZONTAL DATUM GDA-MGA94 (APPROX FOR CONCEPT = WGS84)
TRANSFORMED FROM AGD-AMG84 SUPPLIED Slipway_May03_AMG_CD
ZONE 53 VERTICAL DATUM CHART.
NOTE:
ACCESS CHANNEL
REFER TO DWG S1.02 FOR CONTINUATION
-5.0m CD
-5.0m CD
CHANNEL MARKER
CHANNEL MARKER
CHANNEL MARKER
N 6441348 m
E 373599 m
CHANNEL MARKER
CHANNEL MARKER
1
3
1
3
N 6441697 m
E 373356 m
N 6441708 m
E 373297 m
N 6441805 m
E 373298 m
N 6441770 m
E 373375 m
N 6441839 m
E 373220 m
C
A1A1A1A1 Sheet No.Job Number Rev.
Design Drawn
DRAWING NUMBER
When sheet printed full size, the scale bar is 1:1 (100mm).
0 50 100mm
REV. DATE DESCRIPTION CHKD.ENG.DRAFT.
PREL
IMIN
ARY
ISSU
EN
OT
FO
R C
ON
ST
RU
CT
ION
Aztec Analysis is a trading name of W&GEngineers Pty. Ltd. ACN 052 528 926
Email: [email protected]
60 Wyatt Street, Adelaide, South Australia, 5000
Telephone:(08) 8223 5190 Facsimile:(08) 8232 0967
Aztec Analysis
DDDD
13/09/2012 2:02:14 PM
C:\WG Revit Local\AAD110770_blewis.rvt
AAD110770 S1.03BMLLC
CHANNEL PLAN
BOSANQUET BAYTHEVENARD, SA
THEVENARD MARINE OFFLOADING FACILITY
Engineers and PlannersProject Managers
SCALE 1 : 1000
CHANNEL PLAN
NO
RT
H
A 11.07.12 CLIENT REVIEW BML LC
B 27.07.12 CLIENT REVIEW BML LC
C 05.09.12 CLIENT REVIEW BML LC
D 13.09.12 CLIENT REVIEW BML LC
+0m_CD-(LAT)
+1.07m_CD-(MLHW)
+2.3m_CD-(HAT)
1.751.0
TOE ROCK
TOE ROCK 1200-1500Ø
EMBED INTO SAND1.751.0
+5.0m CD
(NOMINAL)
1.5m WIDE x 16.5m LONG
ALUMINIUM GANGWAY
82m x 2.4m FLOATING PONTOON
FIXED TO STEEL PILES
BALLAST ROCK
NOMINALLY 500mm THICK
1 LAYER 600-800Ø
SECONDARY ARMOUR ROCK
1 LAYER 1000-1200Ø
PRIMARY ARMOUR ROCK, RANDOMLY PLACED
150mm COMPACTED QUARRY RUBBLE
GENERAL COMPACTED FILL
TO 95% MAXIMUM DRY DENSITY
BALLAST ROCK
NOMINALLY 500mm THICK
1 LAYER 600-800Ø ROCK
LEEWARD SIDE
11.1 m 12.5 m (APPROX.)
DRIVEN STEEL PILES FOR
PONTOON RESTRAINT
(TYPICAL)
+0m_CD-(LAT)
+1.07m_CD-(MLHW)
+2.3m_CD-(HAT)
TOE ROCK 1200-1500Ø
EMBED INTO SAND1.751.0
+5.0m CD
(NOMINAL)
BALLAST ROCK
NOMINALLY 500mm THICK
1 LAYER 600-800Ø
SECONDARY ARMOUR ROCK
1 LAYER 1000-1200Ø
PRIMARY ARMOUR ROCK, RANDOMLY PLACED
150mm COMPACTED QUARRY RUBBLE
GENERAL COMPACTED FILL
TO 95% MAXIMUM DRY DENSITY
AZ40-700 SHEET PILE WALL
5mm CORROSION ALLOWANCETIE ROD
AZ18-700 SHEET PILE WALL ANCHOR
5mm CORROSION ALLOWANCE
12.5m (APPROX.)12.0 m
+0m_CD-(LAT)
+1.07m_CD-(MLHW)
+2.3m_CD-(HAT)
1.751.0
+5.0m CD
(NOMINAL)AZ40-700 SHEET PILE WALL
5mm CORROSION ALLOWANCE
TIE ROD
AZ18-700 SHEET PILE WALL ANCHOR
5mm CORROSION ALLOWANCE
. 16.0 m (APPROX.)
TOE ROCK 1200-1500Ø
EMBED INTO SAND
BALLAST ROCK
NOMINALLY 500mm THICK
1 LAYER 600-800Ø
SECONDARY ARMOUR ROCK
1 LAYER 1000-1200Ø
PRIMARY ARMOUR ROCK, RANDOMLY PLACED
150mm COMPACTED QUARRY RUBBLE
GENERAL COMPACTED FILL
TO 95% MAXIMUM DRY DENSITY
30.0m
+0m_CD-(LAT)
+1.07m_CD-(MLHW)
+2.3m_CD-(HAT)
1.751.0
1.751.0
+5.0m CD
(NOMINAL)
TOE ROCK
3
1
5m (APPROX.) 13.0 m 5.0 m 16.0 m
TOE ROCK 1200-1500Ø
EMBED INTO SAND
BALLAST ROCK
NOMINALLY 500mm THICK
1 LAYER 600-800Ø
SECONDARY ARMOUR ROCK
1 LAYER 1000-1200Ø
PRIMARY ARMOUR ROCK, RANDOMLY PLACED
BALLAST ROCK
NOMINALLY 500mm THICK
1 LAYER 600-800Ø ROCK
C
A1A1A1A1 Sheet No.Job Number Rev.
Design Drawn
DRAWING NUMBER
When sheet printed full size, the scale bar is 1:1 (100mm).
0 50 100mm
REV. DATE DESCRIPTION CHKD.ENG.DRAFT.
PREL
IMIN
ARY
ISSU
EN
OT
FO
R C
ON
ST
RU
CT
ION
Aztec Analysis is a trading name of W&GEngineers Pty. Ltd. ACN 052 528 926
Email: [email protected]
60 Wyatt Street, Adelaide, South Australia, 5000
Telephone:(08) 8223 5190 Facsimile:(08) 8232 0967
Aztec Analysis
DDDD
13/09/2012 2:05:48 PM
C:\WG Revit Local\AAD110770_blewis.rvt
AAD110770 S2.00BMLLC
GENERAL SECTIONS
BOSANQUET BAYTHEVENARD, SA
THEVENARD MARINE OFFLOADING FACILITY
Engineers and PlannersProject Managers
SECTIONSCALE 1 : 200 S1.02
S1
SECTIONSCALE 1 : 200 S1.02
S2 SECTIONSCALE 1 : 200 S1.02
S3
SECTIONSCALE 1 : 200 S1.02
S4
A 11.07.12 CLIENT REVIEW BML LC
B 27.07.12 CLIENT REVIEW BML LC
C 05.09.12 CLIENT REVIEW BML LC
D 13.09.12 CLIENT REVIEW BML LC