MCCARRS CREEK ROAD CARGO WHARF

CLIENT

ARCHITECT

PROJECT MANAGER

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JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE

DRAWN DESIGNED CHECKED APPROVED

STATUS

Plot Date

LOCALITY AERIALNOT TO SCALE

SOURCE : GOOGLE MAPS

COVER SHEET

AS SHOWN J.M. J.W.

C1.01NOVEMBER 2018

2

CNR MCCARRS CREEK ANDPITTWATER ROADS, CHURCH POINT

----

----FOR CONSTRUCTION

M.C.P.G.

5325001

MCCARRS CREEK ROADCARGO WHARF

FOR CONSTRUCTION

DRAWING SCHEDULEDRG NO. DRAWING TITLE REV.

C1.01 Cover Sheet 2

C1.02 Specification Notes 2

C1.03 General Arrangement Plan - Sheet 1 of 2 2

C1.04 General Arrangement Plan - Sheet 2 of 2 2

C1.05 Pavement Plan and Details 2

C1.06 Swept Path Analysis - 19.0m AV Parking in the Bay 2

C1.07 Swept Path Analysis - 19.0m AV Entering the Wharf 2

C1.08 Swept Path Analysis - 19.0m AV Exiting the Wharf 2

C1.09 Swept Path Analysis - 12.5m HRV Parking in the Bay 2

C1.10 Swept Path Analysis - 12.5m HRV Entering the Wharf 2

C1.11 Swept Path Analysis - 12.5m HRV Exiting the Wharf 2

C1.12 Traffic Control Devices Plan 2

C1.13 Stormwater Longsection and Details 2

C1.14 Civil Details 1

C5.01 Cargo Wharf Typical Sections 1

C5.02 Road Longsection 1

C5.03 Road Cross Sections 1

PRINT ALL DRAWINGS IN COLOUR

GENERAL

G1. DESIGN HEREIN HAS BEEN PREPARED BY WARREN SMITH AND PARTNERS PTY LTD CONSULTING CIVIL ENGINEERS,LEVEL 9, 233 CASTLEREAGH ST, SYDNEY NSW 2000.TEL:- (02) 9299 1312, FAX:- (02) 9290 1295.

G2. THE DRAWINGS HEREIN SHALL BE READ AS REQUIRED IN CONJUNCTION WITH STRUCTURALENGINEERS DRAWINGS:

G3. ALL DIMENSIONS IN MILLIMETRES UNO. REDUCED LEVELS AND CHAINAGES ARE IN METRES. DO NOT SCALE DRAWINGS. USE FIGURED DIMENSIONS.

G4. THE PROPOSED WORKS DETAILED HEREIN SHALL BECONSTRUCTED TO THE REQUIREMENTS OF COUNCILGENERALLY AS DETAILED HEREUNDER.

G5. ALL EXISTING SERVICES SHALL BE VERIFIED FOR DEPTH AND HORIZONTAL POSITION BY PHYSICAL MEANS PRIOR TO EXCAVATION. ANY DISCREPANCIESSHALL BE BROUGHT FORTHWITH TO THE PROJECT MANAGER'S ATTENTION.

STORMWATER & SUB-SOIL DRAINAGEMATERIALS:

STW1. PIPES AND FITTINGS FOR STORMWATER DRAINAGE SHALL BE AS FOLLOWS UNO ON THE DRAWINGS:

A. SEWER GRADE uPVC (SN8) WITH SOLVENT WELDEDJOINTS FOR BELOW GROUND DRAINAGE UP TO 225mm.

B. FIBRE REINFORCED CEMENT / REINFORCED CONCRETECLASS 4 WITH RUBBER RINGS FOR PIPE DIA'S GREATERTHAN 225mm. UNO.

C. REINFORCED CONCRETE WHERE REQUIRED BY AS 3500FOR EXCESSIVE DEPTH.

D. INSTALL IN ACCORDANCE WITH AUSTRALIAN STANDARDAS3500 EXCEPT WHERE VARIED BY THE CONTRACTDOCUMENTS.

STW2. PIPES & FITTINGS FOR SUBSOIL DRAINAGE SHALL BESLOTTED POLYVINYL CHLORIDE (PVC) WITH SOLVENTWELDED JOINTS, MIN. 150mm DIAMETER.

STW3. IN GROUND DRAINAGE PIPEWORK SERVING DP's SHALLBE MINIMUM 150mm DIA. UNO.

STW4. STORMWATER PITS ARE AS SHOWN & SPECIFIED ONTHE PLANS . PRECAST TYPE ACCEPTABLE WITH STEPIRONS FOR DEPTH GREATER THAN 1200. BENCH ALL PITSMIN. 50mm & FORM SMOOTH TRANSITION FROM INLET TO OUTLET, ALL INTERNAL PIT DIMENSIONS TOCONFORM TO TABLE 8.2 AS - 3500.3

STW5. SELECT FILL SHALL BE MATERIAL OBTAINED FROM EXCAVATION OF THE PIPE TRENCH OR IMPORTED WITH A PARTICLE SIZE FOR ROCK NOT GREATER THAN 75mm OR FOR OTHER THAN ROCK NOT GREATER THAN 150mm.

STW6. IMPORTED FILL SHALL BE EITHER, AND GENERALLY CONSIST OF SINGLE SIZED AGGREGATE WITH PARTICLE SIZE NOT GREATER THAN 5mm WRAPPED ALL ROUND WITH GEOTEXTILE FILTER FABRIC OR APPROVED HIGH COMPACTION SAND OR APPROVEDCRUSHED ROAD GRAVEL CONFORMING TO RTA FORM3051 OR SIMILAR.

STW7. STORMWATER PITS AND GRATES TO CONFORM WITHSTANDARD COUNCIL REQUIREMENTS, WHERE ON PUBLIC LAND. GRATES TO BE SUPPLIED IN CLASS SHOWN ON THE DRAWINGS.

INSTALLATION REQUIREMENTS:

STW8. PIPES SHALL BE TRUE TO GRADES SHOWN ANDALIGNED SO THAT THE CENTRES OF THE INLET PIPESINTERSECT WITH THE CENTRE OF THE OUTLET PIPE ATTHE DOWNSTREAM FACE OF THE PIT.

STW9. MINIMUM GRADES FOR GRAVITY STORMWATERDRAINAGE SHALL CONFORM TO AS3500 PART3 ASFOLLOWS, UNO:1% FOR 100 AND 150 mm DIA.0.5% FOR 225 mm DIA0.5% FOR 300 mm DIA0.4% FOR 375 mm DIA

STW10. MINIMUM DEPTH OF COVER SHALL BE :-- 300mm IN PRIVATE PROPERTY (NON VEHICULARTRAFFIC).- 450mm IN PUBLIC AREAS. - 600mm IN VEHICULAR TRAFFICABLE AREAS(FOOTWAY/ROADWAY)

STW11. BED ALL PIPES FIRMLY AND EVENLY ONTO IMPORTEDBEDDING FILL MATERIAL.

STW12. LAY AND JOINT ALL PIPES IN ACCORDANCE WITH THEMANUFACTURERS RECOMMENDATIONS ANDAS 3725-1989 BURIED FLEXIBLE PIPELINESAS 2566-1998 LOADS ON BURIED FLEXIBLE PIPELINESAS 1597.2-1996 PRECAST REINFORCED CONCRETE BOXCULVERTS.AS 3500-1990 NATIONAL PLUMBING & DRAINAGE CODE.PART 2, SANITARY PLUMBING AND SANITARY DRAINAGE.SYDNEY WATER REQUIREMENTS.

STW13. ALLOW TO TEST ALL PIPES AND PITS TOMANUFACTURERS REQUIREMENTS.

CONCRETE WORKSC1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN

ACCORDANCE WITH AS3600, THE STANDARDS ASSOCIATION AUSTRALIA, STANDARDS CITED IN AS3600,THE DRAWINGS AND THE SPECIFICATION.

C2. ALL CONCRETE SHALL BE 80mm NOMINAL SLUMP, 20mmMAXIMUM AGGREGATE WITH NO ADMIXTURES OR FLYASH, UNLESS OTHERWISE APPROVED. ALL CONCRETEWORK IN CONTACT WITH SEWER TO HAVE TYPE SL PORTLAND CEMENT, OTHERWISE TYPE A CEMENT FORBRIDGE WORKS, A MAXIMUM 56 DAYS SHRINKAGE OF 600MICROSTRAIN, A MINIMUM CEMENT CONTENT 350kg/m3AND MAXIMUM WATER:CEMENT RATIO OF 0.40

C3. STRENGTH GRADE OF CONCRETE SHALL BE : 25 MPa(KERBS, EDGE STRIPS & CONCRETE ENCASEMENT) AND32 MPa ELSEWHERE.

C4. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMEDAND USED ONLY WHERE SHOWN OR APPROVED. GENERALLY FOR HAND PLACED KERB & GUTTER 6mmTHICK APPROVED BITUMINOUS MASTIC JOINTING MATERIAL SHALL BE PROVIDED AT INTERVALS NOT EXCEEDING 6m. FOR MACHINE PLACED KERB & GUTTER6mm THICK APPROVED BITUMIOUS MASTIC JOINTINGMATERIAL SHALL BE PROVIDED AT INTERVALS NOT EXCEEDING 12m & GUILLOTINED DUMMY GROOVED JOINTS, 25mm IN DEPTH, SHALL BE FORMED EVERY 3mOF GUTTER. JOINTS ARE ALSO REQUIRED AT EACH ENDOF GUTTER CROSSING AND GULLY PITS. JOINTS SHALLBE SET VERTICAL AND SQUARE TO THE KERB.

C5. CONCRETE CURING SHALL BE IN ACCORDANCE WITHAS3600. CURING SHALL BE COMMENCED WITHIN TWOHOURS OF FINISHING OPERATIONS AND SHALL BE CONTINUED FOR A MINIMUM OF SEVEN DAYS BY AN APPROVED PROPRIETARY COMPOUND OR BY KEEPINGCONTINUOUSLY WET.

C6. FORMWORK SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH AS3610. FORMWORK SHALL NOT BESTRIPPED NOR PROPS REMOVED WITHOUT APPROVAL.

REINFORCEMENT:

R1. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLYAND IS NOT NECESSARILY SHOWN IN TRUE PROJECTION.

R2. WELDING OR SPLICES IN REINFORCEMENT SHALL BEUSED ONLY IN POSITIONS APPROVED BY THE ENGINEER.

R3. FABRIC LAP DETAILS SHALL BE IN ACCORDANCE WITHFIG.13.2.4 OF AS3600.

R4. HOOKS, LAPS AND BENDS SHALL BE IN ACCORDANCEWITH AS3600 UNO.

R5. ALL CHEMICAL ANCHORS SHALL BE EITHER 'CHEMSET'BY "RAMSET" WITH THE GLASS CAPSULE SYSTEM

INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS %%uOR HILTI HVU

ADHESIVE ANCHOR WITH FOIL CAPSULE SYSTEM INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURERS INSTRUCTION. ALL CHEMICAL ANCHORS SHALL BE HOT DIPPED GALVANIZED AND BEMIN M16 DIA. U.N.O.

GENERAL EARTHWORKS, SITEWORKS & FILLING:

FILLING:

SGE1. THESE CLAUSES SHALL BE READ IN CONJUNCTION WITHTHE JK GEOTECHNICS GEOTECHNICAL REPORT, DATED23 MAY 2016

SGE2. THE RECOMMENDATIONS CONTAINED IN THE GEOTECHREPORT SHALL OVERRIDE THE CLAUSES PRESENTEDHEREIN.

SGE3. STRIP ALL TOPSOIL AND UNDERLYING FILL AND STOCKPILE TOPSOIL FOR LATER REUSE FOR LANDSCAPING PURPOSES.

SGE4. NEW FILL REQUIRED TO REINSTATE CUT LEVELS TO PROPOSED BENCHING LEVELS SHALL BE SOURCED FROM OTHER PARTS OF THE EXCAVATION AS SELECTFILL OR IMPORTED FILL AS SPECIFIED BELOW IN SGE 5AND SGE 6.

SGE5. SELECT FILL SHALL CONSIST OF LOCALLY DERIVED ORCUT NATURAL CLAYS.

SGE6. IMPORTED FILL SHALL CONSIST OF RIPPED SANDSTONEOR SHALE OR SIMILAR MATERIAL WITH MAXIMUM PARTICLE SIZE NOT GREATER THAN 120mm AND A MOISTURE CONTENT WITHIN 2-3% OF STANDARD OPTIMUM.

SGE7. ALL FILL (COHESIVE SOIL) SHALL BE PLACED IN LAYERSOF 200mm MAXIMUM THICKNESS, COMPACTED BY MACHINE ROLLING TO ACHIEVE A DRY DENSITY RATIOOF NOT LESS THAN 98% STANDARD MAXIMUM AT A CORRESPONDING MOISTURE CONTENT WITHIN 2-3% OFSTANDARD OPTIMUM.

SGE8. IN AREAS WHERE HIGH IMPACT ROLLING IS USED TESTEACH FINAL LAYER OF NOT GREATER THAN 300mm TO400mm TO ACHIEVE A DRY DENSITY SGE8. RATIO OF NOTLESS THAN 98% STANDARD MAXIMUM AT A CORRESPONDING MOISTURE CONTENT WITHIN 2-3% OFSTANDARD OPTIMUM.

EXCAVATION BATTERS:SGE9. ALL TEMPORARY BATTERS CUT IN CLAY SUBSTRATE

SHALL BE 1 HORIZ : 1 VERT. ALL LONG TERM EXPOSEDBATTERS CUT IN CLAY SUBSTRATE SHALL BE 2 HORIZ : 1VERT. ALL DETENTION BASIN BATTERS IN CLAY SUBSTRATE SHALL BE 3 HORIZ : 1 VERT. ALL DETENTIONBASIN BATTERS IN ROCK SUBSTRATE SHALL BE NEAR

VERTICAL.SGE10. GEOTECHNICAL TESTING IS TO BE UNDERTAKEN TO AT

LEAST LEVEL 2 CONTROL OF FILL COMPACTION STANDARD, AS DEFINED IN AS. 3738 AS FOLLOWS

- FOR GENERAL FILL OR CUT AREAS OVER THE AREA PROVIDE ONE (1) TEST PER 200mm LAYER, OVER AN AREA NOT GREATER THAN 500 m2

- FOR GENERAL FILL AREAS IN CONCENTRATED AREASADJACENT TO AND BEHIND THE STRUCTURE ANDADJACENT TO AND BEHIND RETAINING WALLS PROVIDE ONE (1) TEST PER 200mm LAYER, OVER ANAREA NOT GREATER THAN 50m2

SGE11. SUBMIT ALL GEOTECHNICAL TEST RESULTS TO WARRENSMITH & PARTNERS FOR REVIEW PRIOR TO CONTINUATION WITH SUBSEQUENT SECTION OF WORK.

EARTH WORKS FOR SERVICES

E1. EXCAVATE TRENCHES AND STOCKPILE ALL MATERIALFOR INSPECTION WITH REGARD TO RE-USE FOR TRENCHBACKFILL. REMAINING MATERIAL TO BE REMOVED FROMSITE.

E2. BEDDING MATERIAL SHALL CONSIST OF IMPORTED FILLONLY. THICKNESS OF BEDDING LAYER SHALL BE 75mm INO.T.R. AND 200mm IN ROCK.

E3. EMBED ALL PIPES WITH IMPORTED FILL. PROVIDE 200mm SIDE SUPPORT AND 150mm OVERLAY ABOVEPIPE CROWN.

E4. TRENCH FILL ABOVE THE EMBEDMENT ZONE TO THEUNDERSIDE OF THE ROAD PAVEMENT OR FOOTWAY FILLMATERIAL SHALL BE AS FOLLOWS :

UNDER ROADWAY

TRENCH FILL MATERIAL SHALL CONSIST OF IMPORTEDFILL AS SPECIFIED HEREIN OF EITHER HIGH GRADE COMPACTION SAND OR APPROVED CRUSHED ROAD GRAVEL CONFORMING TO RTA FORM 3051 OR SIMILAR.

OTHER THAN ROADWAY

TRENCH FILL MATERIAL EXCAVATED SHALL CONSIST OFSELECT FILL AS SPECIFIED HEREIN AND SHALL NOT CONTAIN MORE THAN 20% OF STONES OF SIZE BETWEEN 75mm & 150mm AND NONE LARGER THAN 150mm. PRIOR TO THE USE OF THE EXCAVATED MATERIAL IT SHALL BE INSPECTED AND APPROVED BYTHE CONSULTANT.

E5. COMPACT BEDDING, EMBEDMENT AND TRENCH FILLMATERIALS AS FOLLOWS:

EMBEDMENT:-FOR GRANULAR FILL MATERIAL (NON-COHESIVE SOILS)EG. COARSE AGGREGATE FILL, HIGH GRADE COMPACTION SAND, THE DENSITY INDEX (ID) SHALL BENOT LESS THAN 70%.

TRENCH FILL:-FOR GRANULAR MATERIAL (NON-COHESIVE SOILS), THEDENSITY INDEX (ID) SHALL BE NOT LESS THAN 70%.

FOR NON-GRANULAR FILL MATERIAL (COHESIVE SOILS),THE DRY DENSITY RATIO (RD) SHALL BE NOT LESS THAN95%.

E6. MEASURE OF COMPACTION:-THE DEGREE OF COMPACTION SHALL BE MEASURED BYONE OF THE FOLLOWING PARAMETERS :-

GRANULAR FILL (NON-COHESIVE SOILS). THE DENSITYINDEX (ID) DETERMINED IN ACCORDANCE WITH AS 1289.E6.1 BASED ON THE MAXIMUM AND MINIMUM DRYDENSITIES IN ACCORDANCE WITH AS 1289.E5.1 AND THEFIELD DRY DENSITY IN ACCORDANCE WITH AS 1289.5.3.2,AS 1289.E3.5 OR AS 1289.E8.1.

NON-GRANULAR FILL (COHESIVE SOILS). THE DRY DENSITY RATION (RD) DETERMINED IN ACCORDANCEWITH AS 1289.5.4.1 BASED ON THE FIELD DRY DENSITY INACCORDANCE WITH AS 1289.5.3.2 AND THE MAXIMUMDRY DENSITY IN ACCORDANCE WITH AS 1289.5.1.1

E7. GEOTECHNICAL TESTING IS TO BE UNDERTAKEN TO ATLEAST LEVEL 2 CONTROL OF FILL COMPACTION STANDARD, AS DEFINED IN AS. 3738 AS FOLLOWS

- TEST EACH 300mm LAYER ABOVE PIPE CROWN.- TEST BASE & SUB-BASE LAYERS WHERE APPLICABLE.- TESTS SHALL BE REQUIRED AT EACH 50m CENTRES

WHERE THE LENGTH OF TRENCH IS WITHIN THE 50mREQUIREMENT.

E8. SUBMIT ALL GEOTECHNICAL TEST RESULTS TO WARRENSMITH & PARTNERS FOR REVIEW PRIOR TO CONTINUATION WITH SUBSEQUENT SECTION OF WORK.

RESTORATION:

RES1. RESTORE ALL TRAFFIC AREAS TO PRE EXISTING CONDITION.

RES2. FOR ALL SURFACES OTHER THAN IN TRAFFIC AREAS

RESTORE DISTURBED SURFACES TO PRE-EXISTING CONDITIONS AND COMPACT AS SPECIFIED.

RES3. RESTORE ALL AUTHORITY OWNED AREAS TO COUNCILSTANDARDS

ROAD WORKS, DRIVEWAYS & CARPARKS

R1. ALLOW FOR LEVEL 2 TESTING AND SUB-GRADE CONDITIONS & PAVEMENT THICKNESS TO BE VERIFIEDBY GEOTECHNICAL CONSULTANT AFTER INSPECTION OFPRELIMINARY BOXING.

R2. ALLOW FOR ANY SUB-GRADE REPLACEMENT WORK TOBE DETERMINED AS REQUIRED BY GEOTECHNICAL CONSULTANT AT THE TIME OF PAVEMENT CONSTRUCTION.

R3. MINIMUM DRY DENSITY RATIOS (AS 1289 3.4.1-1993) TOBE:BASE COURSE: 98% MODIFIEDSUB-BASE: 95% MODIFIEDSUB-GRADE: 100% STANDARDSUB-GRADE REPLACEMENT: 100% STANDARD

R4. PAVEMENT MATERIALS TO COMPLY WITH RMS SPECIFICATION No. 3051 OR SIMILAR AS APPROVED BYGEOTECHNICAL CONSULTANT.

R5. PROVIDE (1) TEST FOR EACH LAYER NOT EXCEEDING250mm THICK BEING BASECOURSE, SUB-BASE & SUB-GRADE OVER AN AREA NOT GREATER THAN 500m2

R6. SUBMIT ALL GEOTECHNICAL TEST RESULTS TO WARRENSMITH & PARTNERS FOR REVIEW PRIOR TO CONTINUATION WITH SUBSEQUENT SECTION OF WORK.

APPROVALS

A1. THE AS CONSTRUCTED WORKS SHALL BE INSPECTEDBY DESIGN CONSULTANT. MINIMUM 48 HOURS NOTICESHALL APPLY TO ALL INSPECTIONS.

A2. THE DESIGN PLANS HEREIN ARE SUBJECT TO COUNCILAPPROVAL PRIOR TO CONSTRUCTION. OBTAIN EXPRESS(WRITTEN) ADVICE TO PROCEED FROM PROJECT MANAGER PRIOR TO COMMENCEMENT.

A3. SUBMIT WORK-AS-EXECUTED DRAWINGS IN CIVILCAD ORDXF DIGITAL FORMAT AND HARD COPY FORMAT. VERIFYALL CONSTRUCTION WORKS SHOWN HEREON.

A4. CERTIFY THAT THE AS CONSTRUCTED SYSTEM HAS BEEN BUILT IN ACCORDANCE WITH THE APPROVED PLANS ISSUED FOR CONSTRUCTION.

SERVICES UNDER ROAD SURFACES

S1. ALL OTHER SERVICES INCLUDING BUT NOT LIMITED TOWATER, HYDRANT, GAS, SEWER, ELECTRICAL AND COMMUNICATIONS CONDUITS OR CABLES SHALL BE LAIDWITH MINIMUM 600mm U.N.O. COVER BELOW PROPOSEDROAD SURFACE OR APPROVED OTHER MEANS TO PROTECT DURING CONSTRUCTION.

ROAD SIGNS & LINE MARKING

RS1. ALL SIGNS AND LINEMARKING SHALL BE TO ROADS &TRAFFIC AUTHORITY STANDARDS AND SPECIFICATIONSAND AS.1742, MANUAL OF UNIFORM TRAFFIC CONTROLDEVICES

RS2. ALL LINEMARKING SHALL BE AUGMENTED BY RETROREFLECTIVE RAISED PAVEMENT MARKERS (RRPMs) AND ALL SHALL BE TO AS 1742.2 - 1994 AND AS1742.2 /AMDT 1/1997-10-05

RS3. ALL ROAD SIGNS AND POSTS SHALL BE TO AS 1742.2 -1994 AND AS 1742.2 /AMDT 1/1997-10-05

PROTECTION OF FLORA - REFER SPECIFICATION

1. ANY TRENCHES WITHIN 3m OF TREES SHALL BE HANDDUG TO AVOID DAMAGE TO TREE ROOTS.

2. THE SEWERAGE WORKS HAVE BEEN LOCATED TO MINIMISE CLEARING AND DAMAGE TO THE EXISTING FLORA ENVIRONMENT. NO TREES ARE PERMITTED TO BEREMOVED OR DAMAGED UNO. CONSTRUCTION OF THESEWER GRAVITY OR RISING MAIN IN THE VICINITY OFEXISTING TREES SHALL BE HAND EXCAVATED ONLY,ENSURING IRREVERSIBLE DAMAGE OF THE ROOT SYSTEM DOES NOT OCCUR.

3. IF IT IS CONSIDERED NECESSARY TO PERFORM ANYWORK ON TREES, INCLUDING TRIMMING, LOPPING, ROOTCUTTING, REPAIR AND REMOVAL, APPLICATION IN WRITING SHALL BE MADE BY THE CONTRACTOR TO THESUPERINTENDENT. ANY WORK PERMITTED TO BE DONEON TREES TO BE RETAINED SHALL BE PERFORMED BYAN APPROVED TREE SURGEON.

4. NO MATURE TREES OR SHRUBS ARE TO BE REMOVEDFOR THE PURPOSES OF THE WORKS WITHOUT PRIORAPPROVAL FROM PITTWATER COUNCIL.

AUTHORITY STANDARDS

LGA 1. THE DRAWINGS HEREIN SHALL BE READ IN CONJUNCTION WITH LOCAL AUTHORITY'S STANDARDS &SPECIFICATIONS WHICH SHALL OVERRIDE SPECIAL DETAILS SHOWN ON THE DRAWINGS.

.

CLOSED CIRCUIT COLOUR TV (CCTV)

CCTV1. UNDERTAKE A CCTV INSPECTION OF ALL THE COMPLETED DRAINAGE IN ACCORDANCE WITH THE GUIDELINES OF THE THE AUSTRALIAN CONDUIT CONDITION EVALUATION MANUAL (ACCEM)

CCTV2. APPLY THE FOLLOWING REQUIREMENTS TO THE CCTVINSPECTION:-A. USE DATA CAPTURE SOFTWARE APPROVED BY

SYDNEY WATER

B. USE CERTIFIED CCTV OPERATORS

C. THE CCTV VIDEOTAPE SHALL BE OF QUALITY TO ALLOW ACCURATE ASSESSMENT OF THE INTERNALCONDITION OF THE PIPE.

CCTV3. FURNISH TO THE DESIGN OF THE CONSULTANT:-A. VIDEOS IN MPG FORMAT FOR VIEWINGB. CCTV REPORT AND SURVEY DATA IN PDF FORMATC. ONE HARD COPY PRINTOUT OF THE SURVEY DATA

PROTECTION OF TREES

T1. WHERE STORMWATER DRAINAGE IS LAID IN THEVICINITY OF TREES / CANOPIES OF TREES, ALLOW THECONSULTANT ARBORIST TO INSPECT PROGRESSIVELYTHE EXCAVATION AND CONSTRUCTION WORKS.

SPECIFICATION NOTES

AS SHOWN J.M. J.W.

C1.02NOVEMBER 2018

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PACKAGE STATUSAND PARTNERS.FROM WARREN SMITHWRITTEN PERMISSIONOR WHOLE WITHOUTTO BE COPIED IN PARTTHIS DRAWING IS NOT

COMMENCEMENT OF& LEVELS BEFOREVERIFY ALL DIMENSIONSDRAWINGS, CHECK &DO NOT SCALE FROM

ANY WORK.

AMENDMENTREVISION DATE

PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE

PREPARED BYAMENDMENTREVISION DATE

MCCARRS CREEK ROADCARGO WHARF 5325001

P.G. M.C.

FOR CONSTRUCTION

2 ISSUE FOR CONSTRUCTION 06/11/18

SWSWSW

SW

SWSW

SW

SW

SWSSW

SWSWSW

SWSW

SWSW

SW

SW

SW

SW

SWSW

SWSWSSSSSSWW

SWSWWWWWW

SWSW

SWSSWSSWSSSWS

SWSWSSWSWSW

SWSSWSWSW

SW

SWSW

SWSWSWSWSWSWSSWSWSWSWSW

SWSWSWSWSW

SWSSSWS

SWSW

SWSSSW

SSWSSSWSSSSSWSSS

SW

SWWSSSS

SWWSW

SW

SWWW

SW

SWSWSWSWSW

SWWSW

SW

SW

17

553

Ø375

443

HWHWWHHWWW111

33

3334

2xØ4502xØ450

Ø67575

Ø600Ø600Ø600

Ø375Ø375

SSSSSSSS

15.00m

17.50m

15.00m

FOOTPATH

FOOTP

ATH

0.60m1.80m

BOUNDARY

DD

DD

2.95m

1.30m

KO

DD

CT6.635 L10.546

59°46'39"

TC17.182

R-110.000

L48.645

CTP65.827

-0

15

30

45

60

75

HARDWOOD TIMBERSCREEN (BY OTHERS)

PROPOSED FOOTPATHTO TIE INTO EXISTINGBOARDWALK

EXISTING TREESTO BE REMOVED

PROPOSEDFOOTPATH TO TIEINTO EXISTING

PROPOSED STANDARD FOOTPATH.FOOTPATH ALIGNMENT, LEVELS ANDPRAM RAMP REQUIREMENTS TO BECONFIRMED BY LANDSCAPE ARCHITECTDURING POCKET PARK DESIGN.

TRAFFICABLE CONCRETEFOOTPATH. REFER TOC1.05 PAVEMENT PLANFOR DETAILS

TRANSITION FROM KERBONLY (KO) TO NO KERB.TIE INTO FOOTPATH LEVELS.

% FALL

1.0

RL 1.50

RL 1.50

RL 1.425

RL 1.50

% FALL

3.9

RL 1.50

% FALL

1.5

% FALL

1.4

RL 1.86

RL 1.93

% FALL

1.0

% FALL

3.1

% FALL

3.7

22

23

2931

32

30

24

25

26

27

28

R2.60m

R2.00

m

R7.50m

R3.00m

2019

18

17

16

15

1413

12

11

10

9

8

7

6

5

4

3

2

% FALL

3.3

33

S2

S1

RL 1.69

RL 1.69

KO

PK

2.0m TRANSITION FROM K.O.TO EK1 (ELSHOLZ KERB) -REFER DRG C4.11 ON STAGE 1DRAWINGS FOR DETAILS)

1 in 4 BATTER

KO

KO

BC1.05

AC1.05

CC1.13


1.80m

SW

SW

GD

DDSW

SW

SW

18

Ø225

300 x 300 CAST IN-SITUPIT WITH Ø150mmOUTLET TO GPT.IL 1.12

13.20m LONG x 0.3m WIDE GRATEDTRENCH DRAIN WITH CLASS DCAST IRON GRATE. CHANNELINVERT GRADED AT 0.5%.

STORMWATER PITCONSTRUCTED AS PART OFSTAGE 1 WORKS.RL 1.73ILin 0.52 (LINE 3 EXISTING)ILin 0.52 (LINE 7 EXISTING)ILin 0.52 (LINE 8 PROPOSED)ILout 0.49 (EXISTING)

FLUSHING POINT 250x200mmCAST IRON BOX MARKED STWIN 60mm LETTERING. REFER TODRAWING C1.13 FOR DETAIL.

GPT - ECOSOL STORM PIT 15L (CLASS 1)WITH CLASS D GRATE (900x900mm).1200 x 900 x 1050 DEEP.ILin 1.10ILout 0.75

Ø150

Ø225

CONNECT PROPOSED Ø225mmINTO EXISTING PIT 5/3. HOLECORED IN PIT WALL SHALL BEMADE WATERTIGHT WITH ANEPOXY-BASED SEALANT INACCORDANCE WITH AS3500.3.

STORMWATER PIT0.9m x 0.6m CLASS D V-GRATERL 1.696ILout 0.639

INSTALL 0.9m x 0.45m CLASS DGRATE WITH 1.8m LINTELRL 1.769ILin 0.620ILout 0.594

2.50m

TIE IN TO STAGE 1 WORKS.

LEGEND

DD

DIRECTION AND GRADE OF FALL

GDGRATED TRENCH DRAIN

CONCRETE DISH DRAIN

RL 10.0 FINISHED LEVEL

FINISHED CONTOUR

EXISTING CONTOUR

KO KERB ONLY

13 SETOUT POINTREFER DRG C1.04 FOR SETOUT TABLE

KO

% FALLXX

SCALE 1:100

5.0m1.0 2.0 3.0 4.0

SHEET

1.0 0

A1PLAN

NORTH

GENERAL ARRANGEMENTPLAN - SHEET 1 OF 2

AS SHOWN J.M. J.W.

C1.03NOVEMBER 2018

2FOR CONSTRUCTION

M.C.P.G.

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTION

1 100% DETAILED DESIGN 02/10/18


2B7055

93800

FOOTPATH

DD

2.95m

1.30m

KO

DD

R-200.000

L50.227

CT6.635 L10.546

59°46'39"

TC17.182

-30

-15

-0

15

EXISTING TREESTO BE REMOVED

PROPOSEDFOOTPATH TO TIEINTO EXISTING


R

% FALL

1.5

R2.60m

R7.50m

R3.00m

15

1413

12

11

10

9

8

7

6

5

4

3

2

% FALL

3.3

RL 1.69

RL 1.69

PK

PK

CONTRACTOR TO ENSUREEXISTING DRAINAGESWALE TO BE REINSTATED.

REFER TO DWG C4.14FOR KERB & GUTTERBLOCKOUT DETAIL.

1 in 4 BATTER

KO STORM0.9m x RL 1ILout 0

TRANSITION FROM KERBUPSTAND TO TIE INTOEXISTING LEVELS.

LEGEND

13 SETOUT POINTREFER TABLE ABOVE FOR SETOUT DETAILS

DD

DIRECTION AND GRADE OF FALL

GDGRATED TRENCH DRAIN

CONCRETE DISH DRAIN

RL 10.0 FINISHED LEVEL

FINISHED CONTOUR

EXISTING CONTOUR

KO KERB ONLYKO

% FALLXX

SETOUT POINTREFERENCE

No. EASTING NORTHING

22 340680.525 6275833.882

23 340693.073 6275842.101

24 340700.920 6275829.668

25 340701.946 6275828.100

26 340702.973 6275826.532

27 340704.000 6275824.965

28 340705.027 6275823.397

29 340705.934 6275822.007

30 340707.986 6275820.916

31 340709.375 6275821.720

32 340709.890 6275822.267

LEVEL(m)

1.500

1.500

1.500

1.571

1.642

1.713

1.784

1.854

1.897

1.939

1.954

2 340672.857 6275796.102 1.814

3 340673.52 6275797.988 1.855

4 340674.669 6275799.58 1.896

5 340676.414 6275800.558 1.893

6 340678.167 6275801.519 1.875

7 340679.921 6275802.48 1.857

8 340681.524 6275803.669 1.845

9 340683.08 6275804.925 1.836

10 340684.636 6275806.182 1.827

11 340686.192 6275807.438 1.818

12 340687.748 6275808.695 1.809

13 340688.533 6275809.328 1.804

14 340689.261 6275810.001 1.8

15 340690.429 6275811.617 1.747

16 340691.13 6275813.483 1.688

17 340691.314 6275815.469 1.629

18 340690.969 6275817.433 1.571

19 340690.118 6275819.236 1.512

20 340690.095 6275819.272 1.511

33 340711.234 6275823.748 2.040

S1 340698.960 6275833.116

S2 340705.234 6275823.533

KERB ONLY SETOUTPOINT DETAIL

N.T.S

KERB SETOUT POINT

SCALE 1:100

5.0m1.0 2.0 3.0 4.0

SHEET

1.0 0

A1PLAN

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTION

GENERAL ARRANGEMENTPLAN - SHEET 2 OF 2

AS SHOWN J.M. J.W.

C1.04NOVEMBER 2018

2FOR CONSTRUCTION

M.C.P.G.

5325001

ISSU

E FO

R C

ON

STR

UC

TIO

N


NORTH


MTE

MTE

MTE

MTE

MTE

MTE

MTE

MTE

MTE

MTE

MTE

MTE

STANDARD CONCRETEFOOTPATH DETAIL. REFERTO COUNCIL PLAN No. 10536.

STANDARD CONCRETEFOOTPATH DETAIL. REFERTO COUNCIL PLAN No. 10536.

REFER TO STRUCTURALDRAWINGS FOR CARGOWHARF SLAB DETAILS.

REFER TO DETAIL 2 FORPAVEMENT INTERFACE.

CONCRETE TO BE COLOUREDTO LANDSCAPE ARCHITECTSSPECIFICATION, IF REQUIRED.

SJ

SJ

SJ

SJ

DEJ

DEJ

LEGEND

PAVEMENT TYPE 1FLEXIBLE AC PAVEMENT

AC CONNECTION INTO EXISTINGPAVEMENT

PAVEMENT TYPE 2TRAFFICABLE CONCRETE FOOTPATH

CONCRETE SLAB

PAVEMENT RESHEETING

PAVEMENT TYPE 1UNBOUND FLEXIBLE

SUBGRADE COMPACTEDTO 98% SMDDCBR ≥ 10%

300mm THICK FINE CRUSHED ROCKDGB20 IN TWO LAYERS TO 100%STANDARD COMPACTION DENSITY

SCALE 1:10

40mm THICK SIZE 10 DENSE GRADEDASPHALT (A15E BINDER) AC10

SIZE 7mm SINGLE COATAMC7 C170 PRIMER SEAL

PAVEMENT TYPE 2CONCRETE - TRAFFICABLE FOOTPATH

SCALE 1:10

170mm THICK CLASS 32MPaCONCRETE WITH SL82 MESHWITH MIN. 40mm COVER


180mm THICK FINE CRUSHED ROCKDGB20 TO 100% STANDARDCOMPACTION DENSITY

DETAIL 2FLEXIBLE PAVEMENT - CONCRETE FOOTPATH

SCALE 1:10

347m

m

170mm THICK CLASS 32MPaCONCRETE WITH SL82 MESHWITH MIN. 40mm COVER


180mm THICK FINE CRUSHED ROCKDGB20 TO 100% STANDARDCOMPACTION DENSITYSUBGRADE COMPACTED

TO 98% SMDDCBR ≥ 10%

300mm THICK FINE CRUSHED ROCKDGB20 IN TWO LAYERS TO 100%

STANDARD COMPACTION DENSITY

40mm THICK SIZE 10 DENSE GRADEDASPHALT (A20E BINDER) AC10

SIZE 7mm SINGLE COATAMCO PRIMER SEAL

SUB-BASE

CONCRETE SLAB

SUB-GRADE

REINFORCEMENT BARSTYPICAL

DANLEY 10mm DIAMOND DOWELSAT 450 MAX. CTS, GALVANISED

FORMWORK POUR EDGE

POUR THISSIDE FIRST

DANLEY DOWELEDEXPANSION JOINT (DEJ)

DANLEY DIAMOND PLATE DOWELS FOR COLD JOINTSSCALE 1:10

APPLY PRIMER & FLEXIBLESEALANT (SICAFLEX 11FC)OVER 10mm ABELFLEX

75 75

75 75

CONCRETE SLAB

SUB-BASE

DETAIL 1

SUB-GRADE

EQ

EQ

10mm (GALV) DANLEY PLATE DOWELSAT 450 MAX. CTS. CENTRAL IN SLAB, USE DANLEYSUPPORT CRADLES. CUT & REMOVE CRADLESHIPPING WIRE AFTER POSITIONING. REFER TOMANUFACTURER'S INSTALLATION INSTRUCTIONS

EARLY ENTRY SAW CUT (Soft), 3mmWIDE x (SLAB THICKNESS/4) DEEP, (MIN50mm) FILLED WITH APPROVEDSEALANT, REFER TO MANUFACTURER'SINSTALLATION INSTRUCTIONS.

STOP REINFORCEMENT EACHSIDE OF JOINT 75mm CLEAR

FABRIC CROSSWIRE TYPICAL

DANLEY SAWNCONTRACTION JOINT (SJ)

SCALE 1:10

6 WIDE x 15 DEEP - PLACEDEBONDING TAP FILL WITH"NITOSEAL 280" OVERPOURAT SURFACE.

DETAIL 1

N.T.S.MASTIC SEAL DETAIL

SAW CUT,(SLAB DEPTH/4)

INDUCEDCRACK

EARLY ENTRY SAW CUT (Soff),3mm WIDE x (SLAB THICKNES/4)DEEP, (MIN 50mm)FILLED WITH APPROVEDSEALANT, REFER TOMANUFACTURER'SINSTALLATION INSTRUCTIONS.

100 0

SCALE 1:10

500mm100 200 300 400

SHEETA1PLAN

NORTH

PAVEMENT PLAN ANDDETAILS

AS SHOWN J.M. J.W.

C1.05NOVEMBER 2018

2

ISSU

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ON

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A1

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.201

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTION

PAVEMENT PLANNOT TO SCALE


Datum El. 0

CHAINAGE

INVERT LEVEL

SURFACE LEVEL

5% AEP H.G.L.

13.1

430

0x30

0 P

IT

1.42

51.

428

1.43

1

18L/s

150mm1.47%

1.10

0

1.27

5

13.8

9E

CO

SO

L S

TOR

M P

IT (C

LAS

S 1

)1.

407

1.40

1

18L/s

DN 225mm uPVC SN80.54%

0.60

0.55

024

.10

1.40

1

1.39

7

18L/s

0.51%

0.55

0

0.52

030

.00

EX

ISTI

NG

PIT

5/3

1.30

00.

490

GRATED TRENCH DRAIN0.50%

1.42

51.

325

01.

441

1.42

5

1.71

1.73

H.G.L.

LONGSECTIONSCALES: HORIZONTAL 1:100 VERTICAL 1:10

DN 225mm uPVC SN8SW

CAST IRON BOX250x200mm (NOM) MARKED

SW IN 60mm LETTERING

FLUSHING POINT PLANNOT TO SCALE

ACCESS COUPLING WITHSCREWED END CAP

45° BEND (SOC-SOC)

Ø150 UPVC PIPE

45° OBLIQUETEE (SOC-SOC)

Ø225 uPVC PIPE

FLUSHING POINT ON LINENOT TO SCALE

FLOW

RL 1.42

IL 1.27

ECOSOL STORM PIT 15L(CLASS 1). REFER TO NOTES.1200x900x1050 DEEP.

% FALL0.5

IL 1.10 IL 1.12

IL 0.75

350

MIN

IMUN

APPLY PRIMER & FLEXIBLESEALANT (SICAFLEX 11FC)OVER 10mm ABLEFLEX.

PAVEMENT TYPE 1. REFERTO DRG C1.05 FOR DETAILS.

600 400 SECTION CC1.03SCALE 1:20

600x450 DP EDGE BEAM.REFER TO STRUCTURALENGINEERS DRAWINGS. 300mm TRENCH DRAIN

WITH CAST IRON GRATE(CLASS D).

DC1.13

RL 1.42

IL 1.32

REFER TO STRUCTURALENGINEERS DRAWINGSFOR DETAILS

150

200

300

MIN 300mm WIDE GRATED TRENCHDRAIN WITH CLASS D CAST IRONGRATE. CONTRACTOR TO PROVIDEDETAILS RELATING TO FIXING OFGRATE TO CONCRETE.

SECTION DC1.13SCALE 1:20

SCALE 1:100

5.0m1.0 2.0 3.0 4.0

SHEET

1.0 0

A1PLAN

100 0

SCALE 1:10

500mm100 200 300 400

SHEETA1PLAN

STORMWATER LONGSECTIONAND DETAILS

AS SHOWN J.M. N.Q.

C1.13NOVEMBER 2018

2

ISSU

E FO

R C

ON

STR

UC

TIO

N



A1

Xref

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6.11

.201

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTION

NOTES:1. A MINIMUM DROP OF 350mm IS TO BE PROVIDED

BETWEEN INCOMING IL PIPE AND OUTGOING PIPE IL.2. ECOSOL UNIT TO BE MANUFACTURED TO CATER FOR

BOTH INLET PIPE INFLOW AND GRATED INLET FLOW.3. REFER TO MANUFACTURER SPECIFICATION FOR

MORE DETAILS.

5

20022

325

501

702

2000

2000TRANSITION FROM ELSHOLZTO KERB TYPE 1 (EK1)

PITTWATER COUNCIL STDKERB ONLY (KO)

ISOMETRIC VIEWSCALE 1:20

150

120

TRANSITION FROM ELSHOLZKERB TYPE 2 TO PITTWATERCOUNCIL STD KERB ONLY

ELSHOLZ KERBTYPE 1 (EK1) SECTION

MI N

PITTWATER COUNCILSTD KERB ONLY (KO)

3700

FLEXIBLE PAVEMENT SPEEDHUMP TYPE 1 - (ROUNDED)

SCALE 1:20

75 (N

OM

.)

500 500

50 MIN

NOTE:FOR SPEED HUMP PROFILE REFER AS1742.13FIGURE D1(b) WATTS PROFILE HUMP

VARIABLE THICKNESSASPHALTICCONCRETE (AC10)

A-

450

150300

KERB & GUTTER WITHBLOCKOUTS PLAN

SCALE 1:20

B-

PAVEMENT ASSPECIFIED

SECTION A-SCALE 1:10

EXISTING SWALETO BE REINSTATED

600

PAVEMENT ASSPECIFIED

SECTION B-SCALE 1:10

600

A1SHEET SIZE:

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.201

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTION

CIVIL DETAILS

AS SHOWN J.M. N.Q.

C1.14NOVEMBER 2018

1

ISSU

E FO

R C

ON

STR

UC

TIO

N


IL 1.46

V-DRAIN

1.8mFOOTPATH

7.0mROAD CARRIAGEWAY

14.7mCARGO WHARF

PAVEMENT TYPE 2.REFER TO DRGC1.05 FOR DETAILS



CARGO WHARF SLAB. REFERTO STRUCTURAL ENGINEERSDRG FOR DETAILSCARGO WHARF PILES. REFER

TO STRUCTURAL ENGINEERSDRG FOR DETAILS

PAVEMENT ROAD.REFER TO STAGE 1DRG FOR DETAILS

SECTION BC1.03SCALE 1:50

CL

3.5mLANE WIDTH

3.5mLANE WIDTH

K&

G

DD

3.3% FALL (VARIES)% FALL2.5

WIDTH VARIES

% FALL1.0

WIDTH VARIESCARGO WHARF APPROACH

EXISTING Ø675mmCONSTRUCTEDDURING STAGE 1.

IL 1.50

CARGO WHARF SLAB. REFERTO STRUCTURAL ENGINEERSDRG FOR DETAILS

CARGO WHARF PILES. REFERTO STRUCTURAL ENGINEERSDRG FOR DETAILS

SECTION AC1.03SCALE 1:20

IL 1.42IL 1.50 1.0% FALL 1.0% FALL

CARGO WHARF TYPICALSECTIONS

AS SHOWN J.M. J.W.

C5.01NOVEMBER 2018

2

ISSU

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ON

STR

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTION

02.5

SCALE 1:200

10.0m2.5 5.0 7.5

SHEETA1PLAN

NORTH

0 2000mm1000

SCALE 1:50

5001000 1500

SHEETA1PLAN


VIP

RL

1.82

6

VIP

RL

2.91

5

VIP

RL

1.88

6

VERTICAL CURVES K12.15 K29.58L30 L80L0.69 L0.32 L99.84 L2.67

VERTICAL GRADES -0.5% 2% -0.7% -0.7%L15.69 L55.32 L139.84 L2.67

HORIZONTAL CURVES R-200 R-110 R145.43 R197.5 R120 R71 R105L50.23 L48.65 L32.39 L76.8 L41.74 L37.03 L21.95L10.13 L10.55 L28.46 L12.58

-53.

726

2.49

2

-50

2.40

5

-43.

592

2.27

2

-40

2.22

1

-30

2.08

7

-20

2.00

7

-10

2.00

0

01.

967

6.63

51.

945

101.

927

17.1

821.

916

201.

913

27.6

91.

904

1.90

1

301.

895

1.89

133

.766

1.87

81.

886

401.

869

1.90

242

.69

1.85

71.

918

501.

787

1.99

4

57.6

91.

822

2.12

158

.01

1.81

92.

127

601.

822

2.16

6

65.8

271.

819

2.27

1

701.

791

2.33

9

802.

479

902.

584

98.0

12.

645

98.2

182.

646

100

2.65

6

110

2.69

4

116.

253

2.70

1

120

2.69

8

130

-1.6

302.

669

138.

01-1

.754

2.62

114

0-1

.789

2.60

6

150

-1.7

802.

533

160

-1.5

172.

459

170

-1.3

462.

385

175.

017

-1.1

872.

349

180

2.31

2

190

2.23

8

200

0.17

12.

165

210

0.12

22.

091

216.

756

0.36

62.

042

220

0.54

02.

018

230

1.85

31.

944

237.

852

1.88

61.

886

240

1.87

21.

872

240.

521.

869

250

1.94

2

260

2.13

5

270

2.09

4

280

2.01

128

2.24

51.

988

290

1.91

4

294.

829

1.87

729

6.27

41.

864

CHAINAGE

SURVEY

DESIGN

DATUM RL -3.000

ROAD CL - LONGITUDINAL SECTIONA1 HORZ SCALE 1:500A1 VERT SCALE 1:50

240

1.87

21.

872

271.

904

1.90

4

LIM

IT O

F W

OR

KS

SECTION OF ROAD CONSTRUCTED UNDER STAGE 1SECTION OF ROAD TO BE CONSTRUCTEDAS PART OF CARGO WHARF WORKS

0 20.0m10.05.010.0 15.0

SCALE 1:500 SHEETA1HOR.

0 2000mm1000

SCALE 1:50

5001000 1500

SHEETA1VER.

ROAD LONGSECTION

AS SHOWN J.M. J.W.

C5.02NOVEMBER 2018

1

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTION


CHAINAGE 15

-0.1% -0.14%

-9.6

511.

677

1.69

7

-8.3

991.

688

1.69

8

4.46

41.

745

OFFSET

SURVEY

DESIGN

DATUM RL -1.000

CHAINAGE 30

-1.66% -4.12% -2.22%

-12.

186

1.63

31.

633

-11.

235

1.66

31.

781

-10.

979

1.67

11.

637

-4.8

061.

740

1.74

0-4

.350

1.73

91.

754

-4.2

001.

738

1.75

5-3

.900

1.73

81.

738

-3.7

501.

739

1.71

5-3

.750

1.73

91.

715

-3.3

001.

745

1.75

5

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01.

895

1.89

1

3.30

01.

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1.81

83.

750

1.80

71.

778

3.90

01.

810

1.92

84.

705

1.85

21.

923

5.24

51.

937

1.93

7

OFFSET

SURVEY

DESIGN

DATUM RL -1.000

CHAINAGE 45

0.14% -3.74% -0.96% -2.56% -5%

-31.

450

-2.9

411.

431

-30.

446

-2.6

341.

433

-16.

144

1.53

41.

462

-4.2

001.

771

1.90

6

-3.7

501.

746

1.86

6

-3.3

001.

747

1.90

6

0.00

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1.93

7

3.30

01.

960

1.85

33.

750

1.92

11.

813

3.90

01.

908

1.96

3

6.95

31.

820

1.81

0

OFFSET

SURVEY

DESIGN

DATUM RL -4.500

CHAINAGE 0

-9.1

161.

806

-7.8

631.

876

5.00

01.

886

OFFSET

SURVEY

DESIGN

DATUM RL 0.000

0.00

01.

969

3.61

31.

870

3.36

21.

881

3.96

21.

867

1.99

1

1.87

0

0.00

01.

919

1.91

9

3.75

11.

821

1.83

4

3.30

11.

846

1.84

6

-3.2

991.

773

1.77

3

-4.1

991.

758

1.77

3

-6.7

021.

716

1.84

2-6

.859

1.71

51.

715

CHAINAGE 60

2.19% -2.91%

-3.9

751.

792

2.51

6-3

.750

1.79

52.

246

-3.6

501.

797

2.24

6

0.00

01.

822

2.16

6

3.30

01.

824

2.07

03.

750

1.82

82.

030

3.95

11.

830

2.17

1

OFFSET

SURVEY

DESIGN

DATUM RL 0.000

2.8%

-3.7

491.

765

1.73

3

ROAD CROSS SECTIONS

AS SHOWN J.M. J.W.

C5.03NOVEMBER 2018

1

ISSU

E FO

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE



P.G. M.C.

FOR CONSTRUCTIONSCALE 1:100

5.0m1.0 2.0 3.0 4.0

SHEET

1.0 0

A1PLAN

Documents

MCCARRS CREEK ROAD CARGO WHARF