Download - DOCUMENTATION OF STRUCTURAL WORKS COASTAL …

James Taylor & AssociatesSUITE 301, 115 MILITARY ROAD NEUTRAL BAY NSW 2090

TEL: 02 99691999EMAIL: [email protected]

Civil & Structural Consulting Engineers

DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV

29, 31 & 33 PACIFIC STREET AND 23A, 23B & 25COCEAN VIEW DRIVE, WAMBERAL, NSW

COASTAL PROTECTION WORKS R.Y. P.P.

A3

R.Y.

DOCUMENTATION OF STRUCTURAL WORKS

COASTAL PROTECTION WORKSAT 29, 31 & 33 PACIFIC STREET AND

23A, 23B & 25C OCEAN VIEW DRIVE, WAMBERAL, NSW

JAMES TAYLOR AND ASSOCIATESSUITE 301, 115 MILITARY ROAD NEUTRAL BAY NSW 2089 A.C.N. 002 376 454Tel: (02) 9969 1999 Email: [email protected]

ADMIXTURES, WHERE USED, SHALL COMPLY WITHTHE REQUIREMENTS OF AS1478 AND AS1479. THESECOVER REQUIREMENTS MAY VARY DUE TOREQUIRED FIRE RESISTANCE RATING - REFERAS3600

PILING & PIERS

C3. ALL CONCRETE SUPPLY & TESTING SHALL CONFORMWITH AS1379 AND SHALL HAVE MAXIMUM SLUMP OF80mm AND AGGREGATES IN ACCORDANCE WITHAS2758.1 TO A MAXIMUM SIZE OF 20mm

C4. CONSTRUCTION JOINTS SHALL BE PROPERLYFORMED AND USED ONLY WHERE SHOWN ONDRAWINGS OR SPECIFICALLY APPROVED BY THEENGINEER.

C5. NO HOLES, CHASES OR EMBEDMENTS OF PIPES,OTHER THAN THOSE SHOWN ON THE STRUCTURALDRAWINGS, SHALL BE MADE IN CONCRETEMEMBERS WITHOUT THE PRIOR APPROVAL OFTHE ENGINEER.

C6. ALL CONCRETE SHALL BE PLACED AND CURED INACCORDANCE WITH AS3600. THE BASEMENT SLABSHALL BE WATER CURED FOR A MINIMUM OF 7DAYS. WHERE A SURFACE CURING COMPOUND ISUSED, IT MUST BE APPLIED ONTO SLABS WITHIN 2HOURS OF FINISHING OPERATION AND ONTO WALLSAND COLUMNS IMMEDIATELY AFTER REMOVAL OFTHE FORMWORK.

C7. HORIZONTAL FORMWORK SHALL BE STRIPPEDWHEN APPROVED BY THE ENGINEER.

C8. SLABS AND BEAMS SHALL BEAR ONLY ON THEBEAMS, WALLS ETC. SHOWN ON THE STRUCTURALDRAWINGS. ALL OTHER BUILDING ELEMENTS SHALL BEKEPT 15mm CLEAR OF SOFFITS OF STRUCTURALELEMENTS.

C9. COMPLETED STRUCTURAL ELEMENTS SHALLCONFORM WITH THE SHAPES, LINES, LEVELS,GRADES AND DIMENSIONS REQUIRED BY THECONTRACT DRAWINGS.

C10. ALL CONCRETE REINFORCEMENT SHALL CONFORMWITH AS/NZS 4671, DUCTILITY GRADE: CLASS N. NOREINFORCEMENT SHALL BE WELDED WITHOUT PRIORAPPROVAL.

C11. R = STRUCTURAL GRADE ROUND BARN = "TEMPCORE" DEFORMED BARF = HARD DRAWN STEEL WIRE REINFORCING FABRICDESIGNATION CODE OF REINFORCEMENT BARS:-

NO. OF BARS BAR GRADE AND TYPE

14 N16-300

NOMINAL BAR SIZE SPACING IN mm

UNO - UNLESS NOTED OTHERWISE.NSOP - NOT SHOWN ON PLAN.LV - LENGTH VARIES.

C12. TRANSVERSE TIE BARS N12-300, WHERE NOTOTHERWISE SHOWN. SPLICE WHERE NECESSARYAND LAP WITH MAIN BARS 400mm.

C13. SPLICES IN REINFORCEMENT SHALL BE MADEONLY IN POSITIONS SHOWN ON THE STRUCTURALDRAWINGS OR IN POSITIONS OTHERWISE APPROVEDIN WRITING BY THE PRINCIPAL. LAPS SHALL BE INACCORDANCE WITH AS3600 AND NOT LESS THAN THEDEVELOPMENT FOR EACH BAR. SITE BENDING OFREINFORCING BARS SHALL BE DONE WITHOUTHEATING USING MECHANICAL BENDING TOOLS.WELDING OF REINFORCEMENT SHALL NOT BEPERMITTED UNLESS SHOWN ON THE STRUCTURALDRAWINGS OR APPROVED BY THE STRUCTURALENGINEER. FABRICS SHALL BE LAPPED 2 TRANSVERSEWIRES PLUS 50mm. BUNDLED BARS SHALL BE TIEDTOGETHER AT 30 BAR DIAMETER CENTRES WITHTHREE WRAPS OF TIE WIRE.

C14. REINFORCEMENT IS SHOWN DIAGRAMMATICALLY. IT ISNOT NECESSARILY SHOWN IN TRUE PROJECTION.

C15. ALL REINFORCEMENT SHALL BE MAINTAINED INPOSITION DURING CONCRETING.

CONCRETE

COVER mm.ELEMENT AS 3600f'c MPa

CAP. BEAM - BOTTOM- TOP & SIDES

5050

10070

1.

2.

BAR ø LAP (mm)

MINIMUM BAR LAPS

121620242832

500700800

100012001400

REFERENCE DOCUMENTS

G1. THESE DRAWINGS ARE TO BE READ IN CONJUNCTIONWITH ALL OTHER RELEVANT DOCUMENTS INCLUDINGALL WORKING DRAWINGS AND SPECIFICATIONS, ANDWRITTEN INSTRUCTIONS AS MAY BE ISSUED PRIOR TOOR DURING THE COURSE OF CONSTRUCTION. ALLDISCREPANCIES ANDVARIATIONS SHALL BE REFERRED TO THE ENGINEERBEFORE PROCEEDING WITH THE WORK.

G2. ALL STRUCTURAL WORK SHALL BE IN ACCORDANCEWITH THE REQUIREMENTS OF ALL RELEVANT ANDCURRENT S.A.A. CODES.

G3. STRUCTURAL DRAWINGS SHALL NOT BE SCALED INORDER TO OBTAIN DIMENSIONS. DIMENSIONS WHERESHOWN ON STRUCTURAL DRAWINGS SHALL BECO-ORDINATED WITH ALL OTHER RELEVANTDRAWINGS.

G4. DURING CONSTRUCTION, THE STRUCTURE SHALL BEMAINTAINED IN A STABLE CONDITION AND NO PARTSHALL BE OVERSTRESSED.

GENERAL PILES 50 70

DRAWING LIST

SHEET No SHEET NAME

S.01 GENERAL NOTES

S.02 PRINCIPAL PLAN

S.03 SECTION 1

S.04 SECTION 2

S.05 SECTION 3

S.06 SECTION 4

S.07 SECTION 5

S.08 SECTION 6

S.09 SECTION 7

S.10 SECTION 8

S.11 DETAILS SHEET 1

3.

REINFORCEMENT SHALL BE AS FOLLOWS:CONCRETE COMPOSITION AND CLEAR COVER TO

COASTAL ENGINEERING REPORTSHORTON COASTAL ENGINEERING PTY LTDPh. 0407 012 538DATED: 19.09.2016 AND 03.03.2017(LATTER REF "lrJ0021-Horton Coastal ats NSW Coastal Panel- s34 responses.docx")

SURVEY DRAWING PREPARED BY:CLARKE DOWDLE & ASSOCIATESPh. +61 2 43443553REF No. 20265DATED: 24.06.14

C2.

GEOTECHNICAL ENGINEERS REPORT JKGEOTECHNICSREF No. 30243Z Rrpt

VARIED BY THE CONTRACT DOCUMENTS.

4.

ACCORDANCE WITH AS3600-2009 EXCEPT WHERE

PRE STORM PROFILESDERIVED FROM OEH PHOTOGRAMMETRIC DATADATED: 05.04.16

ALL WORKMANSHIP AND MATERIALS SHALL BE IN

P1. ALL PILING MATERIALS, SUPPLY & INSTALLATIONSHALL BE TO AS2159 - SAA PILING CODE. PILE SUPPLYTO COMPLY WITH AS3818.3.

P2. PILES SHALL BE SETOUT USING A QUALIFIEDREGISTERED SURVEYOR.

P3. PILES TO BE INSTALLED USING APPROPRIATE &TECHNIQUES USING A SKILLED & PLANT EXPERIENCEDOPERATOR.

P4. THE CONTRACTOR SHALL PROVIDE COMPREHENSIVEPILE RECORDS OF EACH AND EVERY PILE INSTALLEDSUFFICIENT TO CERTIFY THAT THE FOUNDATIONREQUIREMENTS HAVE BEEN ACHIEVED. THECONTRACTOR SHALL PROVIDE THE SIGNATURE OFQUALIFIED GEOTECHNICAL ENGINEER THAT PILEDESIGN CAPACITY HAS BEEN REACHED.

P5. CONFIRM THAT THE FOUNDING LEVEL AND ANY ROCKSOCKET LENGTH HAVE BEEN ACHIEVED BEFOREMOVING THE PILING RIG TO THE NEXT PILE.

P6. THE CONTRACTOR SHALL MONITOR DURING DRILLINGTHE GROUND CONDITIONS AND SHALL NOTIFY THEENGINEER IMMEDIATELY IF ANY GROUND CONDITIONSDIFFER FROM THOSE EXPECTED BY THECONTRACTOR.

P7. CONSTRUCT PILES IN ONE CONTINUOUS LENGTH.PILES ARE NOT TO BE SPLICED UNLESS APPROVED BYENGINEER IN WRITING.

P8. THE FOUNDING LEVEL AT THE TOE OF THE PILESSHOWN ON THE DRAWINGS ARE INDICATIVE ONLY FORPILING. THE LEVELS DO NOT NECESSARILYREPRESENT THE ACTUAL FOUNDING LEVELS. ALLSOCKETING DEPTHS TO BE MINIMAL.

P9. THE LENGTHS OF PILES SHALL BE DETERMINED BYTHE CONTRACTOR TAKING INTO ACCOUNT ALLPERTINENT FACTORS AND ALLOWANCES FORWASTAGE.

P10. ANY PILES FOUND TO BE BENT, BUCKLED OROTHERWISE DEFECTIVE, DAMAGED OR OUT OFPOSITION SHALL BE REMOVED AND REPLACEMENTPILES INSTALLED BY THE CONTRACTOR AT HIS COST.

P11. CONTRACTOR MUST ACHIEVE PILING TOLERANCES ASSPECIFIED IN AS2159

P12. ALL PILES C.F.A.

C1.

R1. INDIVIDUAL ROCKS SHALL BE FREE FROM CRACKS,CLEAVAGE PLANES, SEAMS AND DEFECTS WHICH WOULDRESULT IN THE BREAKDOWN OF THE ROCK IN A MARINEENVIRONMENT

R2. ROCK SHALL BE ROUGH AND ANGULARR3. ROCK SHALL BE IGNEOUS WITH A MINIMUM DRY DENSITY

OF 2,650kg/m3R4. PRIMARY ARMOUR ROCK SHALL HAVE A MASS GRADING

AS FOLLOWS: MINIMUM MASS OF 2,850kg, MAXIMUM MASSOF 4,750kg, AND 50% OF ROCKS SHALL EXCEED A MASSOF 3,800kg (NOMINAL MINIMUM DIAMETER OF 1200mm,MAXIMUM DIAMETER OF 1400mm AND 50%ILE DIAMETEROF 1300mm)

R5. SECONDARY ARMOUR ROCK SHALL HAVE A MASSGRADING AS FOLLOWS: MINIMUM MASS OF 270kg,MAXIMUM MASS OF 500kg, AND 50% OF ROCKS SHALLEXCEED A MASS OF 380kg (NOMINAL MINIMUM DIAMETEROF 530mm, MAXIMUM DIAMETER OF 660mm AND 50%ILEDIAMETER OF 600mm)

R6. SECOND UNDERLAYER ROCK SHALL HAVE A MASSGRADING AS FOLLOWS: MINIMUM MASS OF 9kg, MAXIMUMMASS OF 28kg, AND 50% OF ROCKS SHALL EXCEED AMASS OF 19kg (NOMINAL MINIMUM DIAMETER OF 180mm,MAXIMUM DIAMETER OF 250mm AND 50%ILE DIAMETER OF220mm)

R5. THE RATIO OF THE MAXIMUM DIMENSION OF ANY ROCKTO THE MINIMUM DIMENSION, MEASURED AT RIGHTANGLES TO THE MAXIMUM DIMENSION, SHALL NOTEXCEED 2.5

R6. ROCK SHALL HAVE A MINIMUM SATURATED POINT LOADSTRENGTH INDEX (IS50) OF 5.0MPa

R7. ROCK SHALL HAVE A MAXIMUM LOS ANGELES ABRASIONVALUE OF 30%

R8. ROCK SHALL HAVE A MAXIMUM SODIUM SULFATE WEIGHTLOSS OF 12%

R9. ROCK SHALL BE UNWEATHERED, WITHOUT SIGNIFICANTQUANTITIES OF DELETERIOUS MINERALS SUCH ASANALCIME (HYDRATED SODIUM ALUMINIUM SILICATE) ANDEXPANSIVE CLAY MINERALS OR UNFAVOURABLELINEATIONS WITHIN THE MICROFABRIC

R10. ROCK SHALL HAVE NOT MORE THAN 15% (BY VOLUME)OLIVINE AND SHALL EXHIBIT NO ZONES OF SECONDARYALTERATION SUCH AS CHLORITISATION

R11. ROCK SHALL SHOW NO SIGNS OF STRESS-RELIEFR12. ROCK SHALL NOT BE ROLLED OR DROPPED INTO

POSITION, IT SHALL BE PLACED.R13. PLACED ROCKS SHALL BE WEDGED AND LOCKED

TOGETHER SUCH THAT THEY ARE NOT FREE TO MOVE

ROCK

S.03

1

S.03

1

S.04

2

S.05

3

S.05

3

S.06

4

S.06

4

S.07

5

S.07

5

S.08

6

S.08

6S.04

2

S.09

7

S.09

7

S.10

8

S.10

8

CONCRETE CAPPING BEAM50MPa

CONTIGUOUSPILE WALL

BELOW

ROCK REVETMENT

ANCHORS 3M CC TYPICALANCHOR LENGTH INDICATIVE

ONLY - SUBJECT TOGEOTECHNICAL DESIGNMASS CONCRETE

ANCHOR PROTECTIONTYPICAL

ALLOW FOR RETURN PILESALONG BOUNDARY.

SUBJECT TO STABILITY OFEXISTING ROCK REVETMENT

TIE INTO ADJACENTREVETMENT TO SATISFACTION

OF COASTAL ENGINEER

SEAWARDPROPERTY

BOUNDARIES

SEAWARD CREST OF REVETMENT




DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

TIMBER DECK

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

FFL9.49

BU

ILD

ING

ASSUMED

EXISTING TIMBERRETAINING WALL

EL (APPROX.) -VARIES

SECTION THROUGH PROPERTY #29 PACIFIC STREET

ASSUMED

MASS CONCRETE/GROUTAS PLUG BELOW SCOUR

600Ø CONTIGUOUSPILES FULL DEPTH

ANCHORS AT 3M CCLENGTH T.B.C.ANCHORS SHALL HAVE S.W.L OF 60TANCHORS SHALL HAVE MINIMUMDESIGN LIFE OF 75 YEARS

MASS CONCRETE ANCHORPROTECTION AT 3M CC,ABOUT 2000 HIGH x 2000 x 600

S10

D01

0.6 MHWS

0.0 MSL

-0.6 MLWS

ROCK REVETMENT LEGEND

A - PRIMARY ARMOUR (2 LAYERS OF APPROX.1300mm BASALT BOULDERS)

B - SECONDARY ARMOUR (2 LAYERS OF APPROX.600mm BASALT BOULDERS)

C - SECOND UNDERLAYER (2 LAYERS OF APPROX.220mm BASALT BOULDERS)

PRE-STORM PROFILE


1:1.5

ROCK REVETMENT

A

B C

0.3 REVETMENT TOE

/ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /

GEOTEXTILE

FILL VOIDSWITH RIP RAP




DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

DECK

PERGOLA

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

FFL8.41

BU

ILD

ING

ASSUMED

ASSUMED


BEYOND

EXISTING GROUNDBEYOND




SECTION THROUGH PROPERTY #31 PACIFIC STREET





S10

D01





0.6 MHWS

0.0 MSL

-0.6 MLWS

PRE-STORM PROFILE

1:1.5

ROCK REVETMENT

A

B C

0.3 REVETMENT TOE

/ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /

GEOTEXTILE





DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

PATIO

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

FFL8.26

BU

ILD

ING

ASSUMED

EXISTING BLOCKRETAINING WALL

BEYONDEL (APPROX.) -

VARIES

SECTION THROUGH PROPERTY #33 PACIFIC STREETEXISTING GROUND BEYOND





S10

D01





0.6 MHWS

0.0 MSL

-0.6 MLWS


PRE-STORMPROFILE

1:1.5

ROCK REVETMENT

A

B C

0.3 REVETMENT TOE

/ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /

GEOTEXTILE





DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

DECK

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

FFL 7.12

BU

ILD

ING



SECTION THROUGH PROPERTY #23A OCEAN VIEW DRIVE

ASSUMED





S10

D01





0.6 MHWS

0.0 MSL

-0.6 MLWS

PRE-STORMPROFILE

1:1.5

ROCK REVETMENT

A

B C

0.3 REVETMENT TOE

/ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /

GEOTEXTILE





DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

DECK

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

FFL 6.79

BU

ILD

ING



SECTION THROUGH PROPERTY #23B OCEAN VIEW DRIVE

ASSUMED

TREE





S10

D01





0.6 MHWS

0.0 MSL

-0.6 MLWS

PRE-STORMPROFILE

1:1.5

ROCK REVETMENT

A

B C

0.3 REVETMENT TOE

/ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /

GEOTEXTILE





DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

DECK

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

FFL 6.93

BU

ILD

ING



SECTION THROUGH PROPERTY #25C OCEAN VIEW DRIVE

ASSUMED





S10

D01





0.6 MHWS

0.0 MSL

-0.6 MLWS

PRE-STORMPROFILE

1:1.5

ROCK REVETMENT

A

B C

0.3 REVETMENT TOE

/ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /

GEOTEXTILE


EXISTING CONCRETE SLAB




DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0



SECTION 7

LINE OF REVETMENTBEYOND

S10

SD01

SIM

-1.0 SCOUR

0.6 MHWS

0.0 MSL

-0.6 MLWS

MASS CONCRETE/GROUTAS PLUG BELOW SCOUR(CFA R16)





DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.

7.0

6.0

5.0

4.0

3.0

2.0

1.0

0.0

-1.0

-2.0

-3.0

ELEVATIONM AHD

-4.0

-3.0 SCOUR

BO

UN

DA

RY

9.0

8.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0



SECTION 8

LINE OF REVETMENTBEYOND

EXISTING TIMBERRETAINING WALLS

BEYOND

ASSUMED

0.6 MHWS

0.0 MSL

-0.6 MLWSALLOW FOR RETURN PILES

ALONG BOUNDARY.SUBJECT TO STABILITY OF

EXISTING ROCK REVETMENT




DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.


LOCAL CUTOUT FORANCHOR PLACEMENT.FILL WITH CONCRETE

WHEN ANCHOR WORKSARE FINISHED

BO

UN

DA

RY

3 N283 N28

2 N20

2 N20

6 N28

ROCK ARMOUR

1:1.5

TIES N12-300

ANCHORSD01

-

Scale: 1:20

DETAIL D01D01

MASS CONCRETEBUCKET WIDTH (CROSS &ALONGSHORE) FORPROTECTION FROMARMOUR

MASS CONCRETETO BELOW SCOURAS PLUG


CAST IN CONDUIT

CUT OUT EVERY2ND BAR

CONCRETE 50MPaPILES 50MPa

COVER 70MM SIDES & TOP100MM BOTTOM

POLYURETHANE FOAMPLUG 200 LONG

POLYURETHANE FOAMPLUG 200 LONG

LOWER HEIGHT ARMOUR ROCKABOVE PROTECTION TO

REDUCE PROJECTION ABOVECAPPING BEAM

Scale: 1:20

Section SD01SD01

600Ø PILESFULL DEPTH

MASS CONCRETE/GROUTBELOW SCOUR

COVER 70MMMIN

BO

UN

DA

RY




DESIGN DRAWN

CHKD.

APPRD.

SCALE DATE

PROJECT NO.

DRAWING NO. REV



A3

R.Y.