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

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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

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C:\WG Revit Local\AAD110770_blewis.rvt

AAD110770 A1.00BMLLC

COVER & NOTES SHEET

BOSANQUET BAYTHEVENARD, SA


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


Design Drawn

DRAWING NUMBER


0 50 100mm


PREL

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Aztec Analysis

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AAD110770 S1.00BMLLC

SITE LOCATION PLAN




SCALE 1 : 5000

SITE LOCATION PLAN

NO

RT

H

EX AUS 122

MARINE CHART

YATALA CHANNEL





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


Design Drawn

DRAWING NUMBER


0 50 100mm


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GENERAL ARRANGEMENT PLAN




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





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


Design Drawn

DRAWING NUMBER


0 50 100mm


PREL

IMINAR

Y ISSU

ENOT FOR C

ONSTRUCTIO

N





Aztec Analysis

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BREAKWATER SETOUT PLAN




SCALE 1 : 1000

BREAKWATER SETOUT PLAN

NORTH





-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


Design Drawn

DRAWING NUMBER


0 50 100mm


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CHANNEL PLAN




SCALE 1 : 1000

CHANNEL PLAN

NO

RT

H





+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


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)


EMBED INTO SAND1.751.0

+5.0m CD

(NOMINAL)

BALLAST ROCK


1 LAYER 600-800Ø


1 LAYER 1000-1200Ø





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


TIE ROD

AZ18-700 SHEET PILE WALL ANCHOR


. 16.0 m (APPROX.)


EMBED INTO SAND

BALLAST ROCK


1 LAYER 600-800Ø


1 LAYER 1000-1200Ø





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


EMBED INTO SAND

BALLAST ROCK


1 LAYER 600-800Ø


1 LAYER 1000-1200Ø


BALLAST ROCK


1 LAYER 600-800Ø ROCK

C


Design Drawn

DRAWING NUMBER


0 50 100mm


PREL

IMIN

ARY

ISSU

EN

OT

FO

R C

ON

ST

RU

CT

ION





Aztec Analysis

DDDD

13/09/2012 2:05:48 PM



GENERAL SECTIONS




SECTIONSCALE 1 : 200 S1.02

S1


S2 SECTIONSCALE 1 : 200 S1.02

S3


S4





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