NORTH SHORE HEALTH HUB, ST LEONARDS

CLIENT

ARCHITECT

PROJECT MANAGER

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JOB No.

DATE DRAWN

SCALE

TITLE

DRAWING No. ISSUE

DRAWN DESIGNED CHECKED APPROVED

STATUS

LOCALITY AERIAL SOURCE : SIX MAPS

COVER SHEET

AS SHOWN S.E. L.Si.

C1.01DEC 2017

1

DEXUS

BILLARD LEECEPARTNERSHIP DEVELOPMENT APPLICATION

M.C.L.Sh.

5320004

NORTH SHORE HEALTHHUB, ST LEONARDSDEVELOPMENT APPLICATION

SITE

DRAWING SCHEDULE

DRG No. DRAWING TITLE REV.

C1.01 Cover Sheet 1

C1.02 Specification Notes 1

C2.01 Sediment and Erosion Control Plan 1

C2.02 Sediment and Erosion Control Details 1

C3.01 Bulk Earthworks Cut & Fill Plan 1

C3.02 Bulk Earthworks Plan 1

C4.01 Stormwater Layout Plan 1

C4.02 Stormwater Drainage Details Sheet 1 of 2 1

C4.03 Stormwater Drainage Details Sheet 2 of 2 1

C4.04 OSD Plan and Details 1

C4.05 Typical Stormwater360 Details 1

GENERAL

G1. DESIGN HEREIN HAS BEEN PREPARED BY WARREN SMITH AND PARTNERS PTY LTD CONSULTING CIVIL ENGINEERS,LEVEL 1, 123 CLARENCE ST, SYDNEY NSW 2000.TEL:- (02) 9299 1312, FAX:- (02) 9290 1295.

G2. THE DRAWINGS HEREIN SHALL BE READ AS REQUIRED IN CONJUNCTION WITH ARCHITECT DRAWINGS BY: BILLARD LEECE PARTNERSHIP PTY LTDARCHITECTS AND URBAN PLANNERS,STUDIO 201, 50 HOLT STREET, SURREY HILLS NSW 2010.TEL: (02) 8096 4066

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.

G6. REFERENCE SHALL BE MADE TO THE CONSTRUCTIONMANAGEMENT PLAN FOR ALL SITE WORKS DETAILEDHEREIN.

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 WITH RUBBER RINGS FOR PIPE DIA'S GREATER THAN 225mm. UNO.

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

D. INSTALL IN ACCORDANCE WITH AUSTRALIAN STANDARD AS3500 EXCEPT WHERE VARIED BY THE CONTRACT DOCUMENTS.

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 SHALL BE MINIMUM 150mm DIA. UNO.

STW4. GRATED DRAINS SHALL BE 150mm NOM.A. 150mm NOM. WIDTH IN NON TRAFFICABLE AREAS.B. 225mm NOM. WIDTH IN TRAFFICABLE AREAS.

STW5. STORMWATER PITS ARE AS SHOWN & SPECIFIED ONTHE PLANS . PRECAST TYPE ACCEPTABLE WITH STEPIRONS FOR DEPTH GREATER THAN 1200. BENCH ALLPITS MIN. 50mm & FORM SMOOTH TRANSITION FROMINLET TO OUTLET.

STW6. 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.

STW7. 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.

STW8. 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:

STW9. 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.

STW10. 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

STW11. MINIMUM DEPTH OF COVER SHALL BE :-- 300mm IN PRIVATE PROPERTY (NON VEHICULARTRAFFIC).- 450mm IN PUBLIC AREAS. - 600mm IN VEHICULAR TRAFFICABLE AREAS

(FOOTWAY/ROADWAY)STW12. BED ALL PIPES FIRMLY AND EVENLY ONTO IMPORTED

BEDDING FILL MATERIAL.

STW13. 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.

STW14. ALLOW TO TEST ALL PIPES AND PITS TOMANUFACTURERS REQUIREMENTS.

CONCRETE WORKS

C1. 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 BITUMINOUS 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. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLYAND IS NOT NECESSARILY SHOWN IN TRUE PROJECTION.

C6. ELDING OR SPLICES IN REINFORCEMENT SHALL BE USEDONLY IN POSITIONS APPROVED BY THE ENGINEER.

C7. 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.

C8. FORMWORK SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH AS3610. FORMWORK SHALL NOT BESTRIPPED NOR PROPS REMOVED WITHOUT APPROVAL.

C9. FABRIC LAP DETAILS SHALL BE IN ACCORDANCE WITHFIG.13.2.4 OF AS3600.

C10. HOOKS, LAPS AND BENDS SHALL BE IN ACCORDANCEWITH AS3600 UNO.

C11. ALL CHEMICAL ANCHORS SHALL BE EITHER 'CHEMSET'BY "RAMSET" WITH THE GLASS CAPSULE SYSTEM INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS OR HILTI HVU ADHESIVE ANCHOR WITH FOIL CAPSULE SYSTEM INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURERS INSTRUCTION.

C12. ALL CHEMICAL ANCHORS SHALL BE HOT DIPPEDGALVANIZED AND BE MIN M16 DIA. U.N.O.

GENERAL EARTHWORKS, SITEWORKS & FILLING:FILLING:

SGE1. THESE CLAUSES SHALL BE READ IN CONJUNCTION WITHGEOTECHNICAL INVESTIGATION.

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 NEARVERTICAL.

SGE10. GEOTECHNICAL TESTING IS TO BE UNDERTAKEN TO ATLEAST LEVEL 1 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 AND ADJACENT TO AND BEHIND RETAINING WALLS PROVIDE ONE (1) TEST PER 200mm LAYER, OVER AN AREA 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 1 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 AREASRESTORE DISTURBED SURFACES TO PRE-EXISTING CONDITIONS AND COMPACT AS SPECIFIED.

RES3. RESTORE ALL AUTHORITY OWNED AREAS TO LOCALCOUNCIL STANDARDS

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 500m 2

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 LOCALCOUNCIL APPROVAL PRIOR TO CONSTRUCTION. OBTAINEXPRESS (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 SPECIFICATIONS

AND 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. 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 INACCORDANCE WITH THE ARBORISTS REPORT.

3. MATURE TREES AND SHRUBS ARE TO BE REMOVED INACCORDANCE WITH THE ARBORISTS REPORT.

AUTHORITY STANDARDS

LGA 1. THE DRAWINGS HEREIN SHALL BE READ IN CONJUNCTION WITH WILLOUGHBY CITY COUNCIL STANDARDS & SPECIFICATIONS WHICH SHALL OVERRIDESPECIAL DETAILS SHOWN ON THE DRAWINGS.

TRAFFIC NOTE:

1. A TRAFFIC CONTROL PLAN IS TO BE PREPARED BY ANACCREDITED RMS 1. TRAFFIC CONTROLLER AND SUBMITTED TO COUNCIL. THIS TRAFFIC PLAN IS TO BECERTIFIED BY AND IMPLEMENTED TO THE SATISFACTIONOF AN ACCREDITED RMS TRAFFIC CONTROLLER

PRIOR TO COMMENCEMENT OF WORK

2. ALL TRAFFIC CONTROL WORKS SHALL ONLY BE CARRIEDOUT BY 2. ACCREDITED RMS TRAFFIC CONTROLLERS.

CLOSED CIRCUIT COLOUR TV (CCTV)

CCTV 1. UNDERTAKE A CCTV INSPECTION OF ALL THE COMPLETED DRAINAGE IN ACCORDANCE WITH THE GUIDELINES OF THE AUSTRALIAN CONDUIT CONDITION EVALUATION MANUAL (ACCEM)

CCTV 2. APPLY THE FOLLOWING REQUIREMENTS TO THE CCTVINSPECTION:-A. USE DATA CAPTURE SOFTWARE APPROVED BY

SYDNEY WATER

B. USE CERTIFIED CCTV OPERATORS C. THE CCTV FOOTAGE SHALL BE OF QUALITY TO ALLOW ACCURATE ASSESSMENT OF THE INTERNAL CONDITION OF THE PIPE. FURNISH TO THE DESIGNCONSULTANT:-

CCTV 3. A. VIDEOS IN MPG FORMATB. CCTV REPORT AND SURVEY DATA IN PDF FORMAT

1

DEC 2017

C1.02

L.Si.S.E.AS SHOWN

SPECIFICATION NOTES

NORTH SHORE

HEALTH HUB

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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

DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.

DEVELOPMENT APPLICATION

1 DEVELOPMENT APPLICATION 05/12/17

LEGEND

X

XX

X X

XX

GEOTEXTILE INLET FILTER

- DROP INLET SEDIMENT TRAP

XX

SEDIMENT CONTROL FENCE

SITE GATE

STABILISED CONSTRUCTION SITE

VEHICLE ENTRY/EXIT

EXISTING STORMWATER PIPE

PROPOSED STORMWATER PIPE

SITE FENCE

XX

XX

X

X

X

X

X

X

X

X

X

X

X

X

X XX X

X XX X

X X XX X

X XX X

X XX X

X XX

X

X

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XX X X

X XX

1

DEC 2017

C2.01

L.Si.S.E.AS SHOWN

SEDIMENT AND EROSION

CONTROL PLAN

NORTH SHORE

HEALTH HUB

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE


DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.



1

DEC 2017

C2.02

L.Si.S.E.AS SHOWN

SEDIMENT AND EROSION

CONTROL DETAILS

NORTH SHORE

HEALTH HUB

CONSTRUCT STRAW BALE FILTER AS CLOSE AS POSSIBLE TO PARALLEL TO THECONTOURS OF THE SITE OR AT THE TOE OF A SLOPE.

PLACE BALES LENGTHWISE IN A ROW WITH ENDS TIGHTLY ABUTTING. USESTRAW TO FILL ANY GAPS BETWEEN BALES. STRAWS TO BE PLACED PARALLELTO GROUND.

MAXIMUM HEIGHT OF FILTER IS ONE BALE.

ON SOFT MATERIALS, EMBED EACH BALE IN THE GROUND 75mm TO 100mm ANDANCHOR WITH TWO 1.2 METRE STAR PICKETS. ANGLE THE FIRST STAKE IN EACHBALE TOWARDS THE PREVIOUSLY LAID BAIL. DRIVE STAKES 600mm INTO THEGROUND AND FLUSH WITH THE TOP OF THE BALES.

WHERE A STRAW BALE FILTER IS CONSTRUCTED DOWN SLOPE FROM ADISTURBED BATTER THE BALES SHOULD BE LOCATED 1.5 TO 2.0 METERS DOWNSLOPE FROM THE TOE OF THE BATTER.

WHERE REQUIRED WRAP GEOTEXTILE FILTER FABRIC AROUND BALES ANDSTAPLE IN POSITION.

SOIL COMPACTED TO PREVENT TIPPING

DISTURBED AREA

1.

2.

3.

4.

5.

6.

STRAW BALE NOTES:-

BATTERDIRECTIONOF FLOW

TYPICAL STRAW BALE LAYOUT PLAN

STRAW BALES TIGHTLY ABUTTING TOGETHER.

NTS

FLOW

(GRASSED AREA)

STAKED AND ENTRENCHEDSTRAW BALE - 2 STAKES PER BALE

TYPICAL STRAW BALE SECTIONNTS

600 100mm IN SOFT GROUND

UNDISTURBED AREA

FILTEREDZONE BUFFER ZONE

STAKES DRIVEN INTO

TYPICAL STRAW BALE DETAILNTS

THE GROUND WITH FIRSTSTAKE ANGLED TOWARDSPREVIOUSLY LAID BALE

STAPLES

UNDISTURBED AREA

SEDIMENT CONTROL FENCE

0.2m

DIRECTION OFFLOW

0.6m MAX

DISTURBEDAREA

WIRE OR STEEL MESH 3m MAX

TO EXISTING CHAINWIRE

POSTS DRIVEN 0.6m

DETAIL OF OVERLAP

ALTERNATIVELY ATTACHINTO THE GROUND OR

GEOTEXTILE FILTERFABRIC

NTS

BURY GEOTEXTILE FABRIC200mm INTO SOFT GROUND.

500m

m

300m

m

SEDIMENT FENCE DETAIL FOR ROCKY GROUND500mm

NTS

UNDISTURBED GROUND

500m

m

FALL

FALL

STAKE

AGGREGATE

FILTER

BACKING(OR EQUIVALENT)REINFORCEMENT

(MIN 20mm NOM. DIA)

REINFORCEMENT BACKING)

AGGREGATE

FABRIC FILTER (SECURE TO

REINFORCEMENT BACKING

CONSTRUCT SEDIMENT FENCE AS CLOSE AS POSSIBLE TO PARALLEL TO THECONTOURS OF THE SITE OR AT THE TOE OF A SLOPE.

DRIVE 1.5 METRE LONG STAR PICKETS INTO GROUND SUFFICIENT TO PROVIDERIGID SUPPORT, 3 METERS APART. WHERE THERE IS INSUFFICIENT SOIL DEPTHOVER ROCK, HOLES ARE TO BE DRILLED INTO ROCK TO ACCEPT THE STARPICKETS.

ON SOFT GROUND MATERIALS, DIG A 150mm DEEP TRENCH ALONG THE UPSLOPELINE OF THE FENCE FOR THE BOTTOM OF THE FABRIC TO BE ENTRENCHED.

BACKFILL TRENCH OVER BASE OF FABRIC & COMPACT.

FIX SELF-SUPPORTING GEOTEXTILE TO UPSLOPE SIDE OF POSTS WITH WIRETIES OR AS RECOMMENDED BY THE GEOTEXTILE MANUFACTURER. USE AREINFORCEMENT BACKING WITH NON SELF-SUPPORTING GEOTEXTILE FABRIC.

JOIN SECTIONS OF FABRIC AT A SUPPORT POST WITH A 150mm OVERLAP.

ON HARD OR ROCKY GROUND, SMOOTH A 500mm WIDE STRIP UPSLOPE OF THEFENCE LINE. TURN THE BOTTOM 500mm OF THE FABRIC UPSLOPE AND ANCHORIN PLACE WITH SUITABLE AGGREGATE.

WHERE A SEDIMENT FENCE IS CONSTRUCTED DOWN SLOPE FROM A DISTURBEDBATTER THE FENCE SHOULD BE LOCATED 1.5 TO 2.0 METERS DOWN SLOPE FROMTHE TOE OF THE BATTER.

1.

2.

3.

4.

5.

6.

7.

8.

SEDIMENT FENCE NOTES:-

UNDISTURBED AREA

OF FLOWDIRECTION

DIRECTIONOF FLOW

DISTURBED AREA

AT 3m CENTERS MAX1.5m STAR PICKETS

1.5m STAR PICKETSAT 3m CENTERS MAX

SEDIMENT FENCE LAYOUT PLANNTS

RUNOFF WATERWITH SEDIMENT

BURIED FABRIC

GEOTEXTILE FILTER FABRIC DROP INLET

DROP INLETWITH GRATE

SEDIMENT TRAP

WATERFILTERED

NTS

GEOTEXTILE FILTER

STAKESFILTER FABRIC

GEOTEXTILE STAKES

FABRIC

SECTION

HESSIAN BAG FILLED WITH40mm NOM BLUE METALDROP INLET WITH GRATE

N.T.S.

HESSIAN BAG DROP INLET

DROP INLET WITH GRATE40mm NOM BLUE METALHESSIAN BAG FILLED WITH

PLAN

SEDIMENT TRAP

FLOWREFER TO NOTE 6 & 7

GEOTEXTILE FILTER BAGS

SEDIMENT BARRIER FOR PITS & PIPES, NOTES:-SLEEVES ARE TO BE MADE FROM GEOTEXTILE FABRIC LONGER THENTHE LENGTH OF THE INLET PIT.

FILL SLEEVE WITH 5 OR 10mm CLEAN GRAVEL.

PLACE THE SLEEVE AT THE OPENING OF THE KERB INLET LEAVING A100mm GAP TO ACT AS AN EMERGENCY OVERFLOW.

SLEEVE MUST BE PLACED AGAINST THE KERB TO PREVENT BYPASS.

FIT SLEEVE TO ALL INLETS DOWNSTREAM OF THE WORKS.

FOR DRAINAGE WORKS FIT GEOTEXTILE FABRIC OR GEO BAGS TOUPSTREAM FACE OF ALL OPEN PIPES.

MAINTAIN AN OPENING AT THE TOP OF THE PIPE OF 1/3 OF THE PIPEDIAMETER.

THE FILTERS ARE TO BE CLEANED AND MAINTAINED DAILY.

ALL CARE SHOULD BE TAKEN TO MINIMIZE SEDIMENT REACHING THESTORMWATER SYSTEM BY MINIMIZING EXCAVATION WORKS ANDPREVENTING EXCESS WATER FLOW THROUGH WORKS.

REFER TO NOTE 4

SPACER TO SUIT(BRICK OR TIMBER) PLAN

REFER TO NOTE 3

FLOW

REFER TO NOTE 4

SEDIMENT TRAP

NEW/EXISTING GRATED KERB ENTRY PITSEDIMENT CONTROL BARRIER

NTS

ROAD SURFACE

GRATED INLET

FLOW

GEOTEXTILE FILTER BAGSHESSIAN SAND BAGS OR

STORMWATER FLOWDIRECTION OF

KERB ENTRY LINTEL

GUTTER LIP

BLUE METAL FILLED

ACCUMULATED SILT & SEDIMENT MUST BE REMOVED AT REGULARINTERVALS AND AFTER EACH MAJOR STORM.

SILT & SEDIMENT MUST BE REMOVED FROM OFF THE SITE OR TO ACOUNCIL APPROVED LOCATION WITHIN THE SITE, WHERE IT WILLNOT ERODE.

THE SEDIMENT FENCES, BALES & TRAPS SHALL BE REGULARLYINSPECTED, ESPECIALLY AFTER RAIN AND KEPT IN GOOD REPAIRAND FUNCTIONING CONDITION AT ALL TIMES.

CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH AMANNER THAT SEDIMENT, EROSION & WATER POLLUTION SHALLBE MINIMIZED.

THE SEDIMENT TRAPS SHALL BE REMOVED AND THE AREASTABILIZED WHEN THE CONSTRUCTION AREA HAS BEENPROPERLY STABILIZED.

MAINTENANCE REQUIREMENTS:-

SITE ENTRY/EXIT NOTES:-ALL VEHICLE ENTRANCES & EXITS TO THE CONSTRUCTION SITE MUSTBE STABILIZED TO PREVENT THEM BECOMING A SOURCE OF SEDIMENT,BY PROVIDING A VEHICLE SHAKE AREA. THIS MAY CONSIST OF ATIMBER, CONCRETE OR STEEL SHAKER GRID OR RUBBLE AREA.

THE VEHICLE EXIT AREA IS TO BE MAINTAINED IN A CLEAN &SERVICEABLE CONDITION DURING THE TOTAL TIME OF USAGE.

ANY UNSEALED ROAD BETWEEN THE DEVICE AND COUNCILS ROADWAYIS TO BE TOPPED WITH 100mm THICK, 40mm NOMINAL SIZEAGGREGATE.

PUBLIC ROADS MUST BE KEPT FREE OF DIRT AND MUD. SEDIMENTTRACKED ONTO THE PUBLIC ROADWAY BY VEHICLES LEAVING THECONSTRUCTION SITE IS TO BE SWEPT UP IMMEDIATELY.

FENCES SHOULD BE ERECTED TO ENSURE VEHICLES CAN NOT BYPASSTHE STABILIZED ACCESS POINTS, UNLESS COMING FROM A STABILIZEDAREA.

STABILIZED CONSTRUCTION SITE

MIN WIDTH 3m

EXISTING ROADWAY

TIMBER SLATS OR METAL GRILLE100mm HIGH SPACED 200mm APART

BERM 0.3m MIN HIGH

DIRECTED TO SEDIMENT TRAPRUNOFF FROM PAD

FABRICGEOTEXTILE 0.2

m

50-75mmGRAVEL

CONSTRUCTION SITE

MIN LENGTH 15m

STRAW BALE CHECK DAM DETAILS

100mm TO 200mmBALES EMBEDDED

NTS

FLOW

SPACING

FLOW

NATURAL TERRAINBERM OR

OR 1.2m STAR PICKETS50x50x900mm STAKES

CHECK DAM SECTION

VIEW OF CHECK DAM

CHECK DAM PLAN

CHECK DAM SPACING TABLELONGITUDINAL

GRADE (%)SPACING(METERS)

0 - 55 -10

10 - 15GREATERTHAN 15

40302010

100mm INTO GROUNDEMBED BALES

SEE TABLE

KERB

300m

m MI

N.

ALL BATTER GRADES

DIVERSION DRAIN (LOW FLOW)NTS

1% TO 5%GRADIENT OF DRAIN

CAN BE CONSTRUCTED WITHOR WITHOUT CHANNEL

1(V) : 2(H) MAX.

2500mm MIN.

300m

m MI

N.

DIVERSION DRAIN NOTES:-CONSTRUCT WITH GRADIENT OF 1 PER CENT TO 5 PER CENT.

AVOID REMOVING TREES AND SHRUBS IF POSSIBLE.

DRAINS TO BE OF CIRCULAR, PARABOLIC OR TRAPEZOIDAL CROSSSECTION NOT V-SHAPED.

EARTH BANKS TO BE ADEQUATELY COMPACTED IN ORDER TOPREVENT FAILURE.

PERMANENT OR TEMPORARY STABILIZATION OF THE EARTH BANKTO BE COMPLETED WITHIN 10 DAYS OF CONSTRUCTION.

ALL OUTLETS FROM DISTURBED LANDS ARE TO FEED INTO ASEDIMENT BASIN OR SIMILAR.

DISCHARGE RUN OFF COLLECTED FROM UNDISTURBED LANDS ONTOEITHER A STABILIZED OR AN UNDISTURBED DISPOSAL SITE WITHINTHE SAME SUBCATCHMENT AREA FROM WHICH THE WATERORIGINATED.

COMPACT BANK WITH A SUITABLE IMPLEMENT IN SITUATIONSWHERE THEY ARE REQUIRED TO FUNCTION FOR MORE THAN FIVEDAYS.

EARTH BANKS TO BE FREE OF PROJECTIONS OR OTHERIRREGULARITIES THAT WILL IMPEDE NORMAL FLOW.

UNDISTURBED AREA

DISTURBED AREA

EXCAVATED SEDIMENT TRAP NOTES:-

FLOW

FLOW

FLOW

FLOW

EXCAVATE AROUND DROPINLET TO PROVIDESETTLEMENT POND

EXCAVATED SEDIMENT TRAPNTS

GEOTEXTILEFABRIC

100mm SQ HARDWOOD BEAMS,SPACED 200mm APART(3000-3500mm LONG)

GALVANIZED HEAVY STEEL STRAPS (50x3mm)FIXED TO EACH HARDWOOD BEAM, STRAPSSPACED 1000mm APART &250mm FROM EDGE.

75mm STEEL SPIKES(PRE-DRILL HOLES)

COMPACTED SUBGRADE

STRIP TOP SOIL & LEVEL SITE. PROVIDE CATCH DRAIN AT SIDES TODIRECT RUNOFF WATER TO SEDIMENT TRAPS.

COMPACT SUBGRADE AND REMOVE ANY HIGH POINTS.

COVER AREA WITH GEOTEXTILE FABRIC. THIS MAY BE WOVEN ORNEEDLE PUNCHED PRODUCT WITH A MINIMUM CBR BURSTSTRENGTH (AS3706.4-90) OF 2500 N.

CONSTRUCT 200mm THICK RUBBLE PAD OVER GEOTEXTILE USINGROAD BASE OR 30-40mm AGGREGATE. MINIMUM LENGTH 15 METRESOR TO BUILDING ALIGNMENT. MINIMUM WIDTH 3 METRES.CONSTRUCT 300mm HIGH HUMP IMMEDIATELY WITHIN BOUNDARY TODIVERT WATER TO A SEDIMENT TRAP.

WHERE GRIDS ARE USED FIRST CONSTRUCT A 150 THICK PAD OVERGEOTEXTILE FABRIC. LEVEL THIS IN BOTH DIRECTIONS. LOWER GRIDON TO THE PREPARED BASE AND ENSURE THAT NO PART IS SITTINGON ANY HIGH POINTS. BACKFILL THE SPACES BETWEEN THE GRIDSTO WITHIN 50mm OF THE TOP.

PROVIDE RAMPS AT ENDS AND SIDE OF GRIDS. IF DEPRESSIONSOCCUR IN THE RAMPS DURING USE. ADD ADDITIONAL MATERIAL.

SITE ENTRY/EXIT CONSTRUCTION NOTES:-

200

50

VEHICLE SHAKER GRIDNTS

NTS

VEHICLE ENTRY/EXITNTS

OF BAIL

A1SHEET SIZE:

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ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE


DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.



RL 77.050

-15.0

-15.0

-10.0

-10.0

-10.0

-10.0

-10.0

-10.0

-5.0

-5.0

-5.0

-5.0

-5.0-5.0

-5.0

-5.0

-5.0

-5.0

-5.0

-5.0

-5.0

-5.0

-5.0

-5.0 -5.0

-5.0

-5.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

5.0

5.0

5.0

5.0

5.0

5.0

-14

.0

-14.0

-13.0

-13.0

-12.0

-12.0-12

.0

-12.0

-11.0

-11.0

-11.0

-11.0

-9.0

-9.0

-9.0

-9.0

-9.0

-9.0

-9.0

-9.0

-8.0

-8.0

-8.0

-8.0

-8.0

-8.0

-8.0 -8.0

-8.0

-8.0

-8.0

-8.0

-8.0

-7.0

-7.0

-7.0

-7.0

-7.0-7.0-7.

0

-7.0

-7.0 -7.0

-7.0

-7.0

-7.0

-7.0

-7.0

-6.0

-6.0

-6.0

-6.0

-6.0-6.0

-6.0

-6.0

-6.0 -6.0

-6.0

-6.0

-6.0

-6.0-6.0

-6.0

-6.0

-6.0-6.0

-4.0

-4.0

-4.0

-4.0

-4.0

-4.0

-4.0-4.0

-4.0

-4.0

-4.0

-4.0

-4.0

-4.0

-4.0

-4.0 -4.0

-4.0

-4.0

-3.0

-3.0

-3.0

-3.0

-3.0

-3.0

-3.0-3.0

-3.0

-3.0

-3.0

-3.0

-3.0

-3.0 -3.0

-3.0

-3.0

-3.0

-3.0

-2.0

-2.0-2.0

-2.0

-2.0

-2.0

-2.0

-2.0

-2.0 -2.0

-2.0

-2.0

-2.0

-2.0

-2.0

-2.0

-2.0

-2.0

-2.0

-1.0

-1.0-1.0

-1.0

-1.0

-1.0

-1.0

-1.0

-1.0 -1.0

-1.0

-1.0

-1.0

-1.0

-1.0

-1.0

-1.0

-1.0

-1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

4.0

4.0

4.0

4.0

4.0

4.0

6.0

6.0

7.0

7.0

8.0

8.0

91.75

91.75

CUT 14562 m³FILL 7755 m³NET 6807 m³ (CUT TO SPOIL)NOTE:ALLOW A +/-15% TOLERANCEFOR THESE VOLUMES

CONTRACTOR TO CONFIRM BULK EARTHWORKSVOLUMES AND LEVELS BASED ON THEIR OWNASSUMPTIONS AND CALCULATIONS. ALL TEMPORARYCONSTRUCTION BATTERS TO BE AT A MAX. SLOPE OF1:1.STRUCTURAL PAVEMENT IS ASSUMED TO BE 300mm.VOLUMES FROM PIPE TRENCH EXCAVATIONS HAVE NOTBEEN INCLUDED IN THESE CALCULATIONS.

BASEMENT 4FFL83.05BE82.75


DOCK LEVELFFL92.05BE91.75

SHORING REQUIRED FROMBASEMENT LEVEL 6 UP TOBASEMENT LEVEL 2 AT BE 88.75

RETAINING WALL FROMBASEMENT LEVEL 5 TO 4

HATCHED AREA MAY REMAIN ASVOID (BULK EARTHWORKSVOLUMES ASSUMES FILL IN THESEAREAS)

TEMPORARY BATTER 1 in 1 (TYPICAL)

SHORING REQUIRED FROMBASEMENT LEVEL 2 TOBASEMENT LEVEL 1






Levels Table

No.

1

2

3

4

5

6

From Depth

-19.070

-8.000

-4.000

0.000

4.000

8.000

To Depth

-8.000

-4.000

0.000

4.000

8.000

14.840

Colour Depth Range Volume

1155.30m³

4710.49m³

8685.26m³

6809.64m³

760.30m³

222.15m³

124/08/17

C3.01J.W.J.W.1:200 @ A1

BULK EARTHWORKSCUT & FILL PLAN

NORTH SHOREHEALTH HUB 5320004

M.C. M.C.



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ANY WORK.

AMENDMENTISSUE DATE

PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE

PREPARED BYAMENDMENTISSUE DATE

Plot Date

NORTH

AutoCAD SHX Text

UP

AutoCAD SHX Text

LIFT 3

AutoCAD SHX Text

LIFT LOBBY

AutoCAD SHX Text

NATURAL ROCK FACE LINE

AutoCAD SHX Text

STAIR 5

AutoCAD SHX Text

506.95 m²

AutoCAD SHX Text

LINAC

AutoCAD SHX Text

TOWER A

AutoCAD SHX Text

LIFT LOBBY

AutoCAD SHX Text

LIFT 1

AutoCAD SHX Text

STAIR 3

AutoCAD SHX Text

ELEC. CPD.

AutoCAD SHX Text

COMMS. CPD.

AutoCAD SHX Text

MISC. CPD.

AutoCAD SHX Text

?

AutoCAD SHX Text

?

AutoCAD SHX Text

20

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0

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10

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30

AutoCAD SHX Text

40

AutoCAD SHX Text

50

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60

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70

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80

AutoCAD SHX Text

100

AutoCAD SHX Text

90

AutoCAD SHX Text

110

AutoCAD SHX Text

150

AutoCAD SHX Text

120

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130

AutoCAD SHX Text

140

RL 77.050

1:3.6

1:2.9

1:1.0

1:1.0

1:1.0

1:1.0

1:1.0

1:1.0

1:1.0

1:1.0

1:1.0 1:

1.0

1:1.0

1:1.5

1:1.3

1:1.0

1:1.0

80.0

80.0

80.0

80.0

80.0

80.0

80.0

85.0

85.0

85.0

90.0 90.0

90.0

90.0

90.0

90.0

90.0

90.0

90.0

90.0

90.0

95.095.0 95.0

95.0

95.0

81.0

81.0

81.0

81.0

81.0

81.0

81.0

82.0

82.0

82.0

82.0

82.0

82.0

82.0

83.0

83.0

83.0

84.0

84.0

84.0

86.0

86.0

86.0

87.0

87.0

87.0

88.0

88.0

88.0

89.0

89.0

89.08

9.0

89.0

89.0

89.0

89.0

89.0

91.0

91.0

91.0

91.0

91.0 91.0

91.0

91.0

91.0

91.0

91.0

92.0

92.0

92.0

92.0

92.0

93.0 93.0 93.0

93.0

93.0

93.0

93.0

94.094.0 94.0

94.0

94.0

94.0

96.096.0 96.0

96.0

96.0

97.0 97.0

91.75

91.75

BE 88.750

BE 91.750

BE 91.750

BE 82.750

BE 79.750BE 79.750

BE 79.750

BE 79.750

BE 79.750

BE 91.750

1:1.0


BE 82.750

BE 82.750

BE 82.750


BE 88.750

BE 88.750

BE 88.750 BE 88.750

1:1.0


BE 91.750

BE 91.750

BE 91.750

BE 91.750

BE 91.750 BE 91.750

BE 79.750

BE 79.750

BE 79.750

BE 79.750

BE 79.750

BE 91.750

BE 91.750

BE 91.750 BE 91.750

1:1.3

BE 91.750

BE 91.745

SHORING REQUIRED FROMBASEMENT LEVEL 6 UP TOBASEMENT LEVEL 2 AT BE 88.75


HATCHED AREA MAY REMAIN ASVOID (BULK EARTHWORKSVOLUMES ASSUMES FILL IN THESEAREAS)

TEMPORARY BATTER 1 in 1 (TYPICAL)

SHORING REQUIRED FROMBASEMENT LEVEL 2 TOBASEMENT LEVEL 1

BE 79.750 BE 79.750

BE 79.750

BE 79.750BE 79.750

BE 79.750






BE 76.830

NORTH 1AUGUST 2017

C3.02J.W.J.W.AS SHOWN

BULK EARTHWORKS PLAN

NORTH SHOREHEALTH HUB 5320004

M.C. M.C.



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ANY WORK.

AMENDMENTISSUE DATE

PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE

PREPARED BYAMENDMENTISSUE DATE

Plot Date

02.5

SCALE 1:200

10.0m2.5 5.0 7.5

SHEETA1PLAN

AutoCAD SHX Text

UP

AutoCAD SHX Text

LIFT 3

AutoCAD SHX Text

LIFT LOBBY

AutoCAD SHX Text

NATURAL ROCK FACE LINE

AutoCAD SHX Text

STAIR 5

AutoCAD SHX Text

506.95 m²

AutoCAD SHX Text

LINAC

AutoCAD SHX Text

TOWER A

AutoCAD SHX Text

LIFT LOBBY

AutoCAD SHX Text

LIFT 1

AutoCAD SHX Text

STAIR 3

AutoCAD SHX Text

ELEC. CPD.

AutoCAD SHX Text

COMMS. CPD.

AutoCAD SHX Text

MISC. CPD.

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PIT 5/1

900SQ STW PIT

CLASS C COVER

RL : 75.57

I.L in : 74.14

I.L out : 74.11

CONNECTION TO BE MADE TO COUNCIL

STORMWATER PIT AT IL 74.09.

PIT 4/1

900SQ STW PIT

CLASS C COVER

RL : 75.75

I.L in : 74.30

I.L out : 74.27

PIT 3/1

900SQ STW PIT

CLASS C COVER

RL : 75.64

I.L in : 74.59

I.L out : 74.44

LOT 2

LEGEND

1m WIDE SWALE

GRATED INLET PIT


JUNCTION PIT


DIAMETER AND DIRECTION OF FLOW


DIAMETER AND DIRECTION OF FLOW


2.5m WIDE STORMWATER EASEMENT

NOTE:

1. A MINIMUM CLEARANCE OF 300mm IS TO BE PROVIDED BETWEEN

THE PROPERTY BOUNDARY AND THE PROPOSED STORMWATER PITS

WHICH DRAIN THROUGH LOT 2.

2. THE INTER-ALLOTMENT DRAINAGE HAS BEEN DESIGNED TO CATER

FOR THE UNCONTROLLED RUNOFF EMANATING FROM THE 1% AEP

STORM EVENT FOR LOT 1.

3. THE EXISTING STORMWATER SYSTEM IN LOT 2 IS TO BE RETAINED

AND SHALL REMAIN INDEPENDENT OF THE PROPOSED

INTER-ALLOTMENT DRAINAGE.

OSD TANK

VOL = 237.6m³

PIT 2/1

900SQ STW PIT

CLASS C COVER

RL : 77.01

I.L in : 75.66

I.L out : 74.77

x1 300Ø @ I.L 77.78 &

x1 300Ø @ I.L 79.00

PIT 1/1

1200SQ STW PIT

CLASS D COVER

RL : 80.05

I.L in : 77.76 (OSD OUTLET)

I.L in : 78.98 (OSD OVERFLOW)

I.L out : 76.36

LOT 1

0 10.0m5.0

SCALE 1:250

2.55.0 7.5

SHEETA1PLAN

NORTH

1

DEC 2017

C4.01

L.Si.S.E.AS SHOWN

STORMWATER LAYOUT PLAN

NORTH SHORE

HEALTH HUB

A1SHEET SIZE:

Xrefs

: X-5

3200

04-S

U_Bo

unda

ry; X

-532

0004

-SU_

grou

nd; X

-532

0004

-SW

_Lay

out; X

-532

0004

-AR_

LG3;

X-53

2000

4-TB

_A1H

_DA;

X-5

3200

04-A

RCH_

B5Pl

ot Da

te: 05

.12.20

17@

13:59

:03

Login

Nam

e: lsi

ngh

C

ad F

ile: T

:\532

0004

\Dra

wing

s\Auto

CAD\

Civil

\Des

ign\C

ivil 2

D\To

wer B

Dev

elopm

ent A

pplic

ation

\5320

004-

WS+

P-CS

-DD-

0400

- C4

.01 S

tormw

ater L

ayou

t Plan

.dwg




ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE


DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.



150

150

WID

TH T

OSU

IT F

RAME

150

MIN

WIDTH TOSUIT FRAME

150 150

50 F

ALL M

IN 400 L

APTY

P

PLAN

SCALE 1:20

SURFACE INLET / JUNCTION PIT

70MIN

DEPT

H AS

REQ

UIRE

D (3

000 M

AX)

150

MORTAR BED

MASS CONCRETE BENCHING

PROVIDE 50 FALL ACROSS PIT

N12 AT 200

BOTH WAYS

CENTRAL

PROVIDE 3.0m LENGTH OF Ø100 SUBSOIL

WRAPPED IN GEOFABRIC SOCK TO ALL

INCOMING LINES

FLOW

REFER TO DETAIL 'E'

COVER (WITH SUITABLE LIFTING HOLES)

OR GRATE AND FRAME AS SPECIFIED.

REFER TO STORMWATER PLAN

1

-

SETOUT POINTS

DETAIL

SCALE 1:20

1

-

PROVIDE STEP IRONS

IF PIT DEEPER THAN

1200 (REFER DETAIL)

300

O.D.

100 0.3xO.D.

TRENCH WIDTH= O.D. + 300min SURFACE LEVEL.

BACKFILL.

OVERLAY ZONE.COMPACTED ORDINARYFILL (MAX. 75mm).

HAUNCH ZONE. COMPACTEDSELECTED FILL (NOMINAL10mm AGGREGATE).

BED ZONE. SELECT FILL(NOMINAL 10mm AGGREGATE).

REINFORCED CONCRETE PIPE(OUTSIDE DIAMETER = O.D.).

TYPICAL PIPE TRENCH

NOT TO SCALE

NOTES:1. TRENCH WIDTH MAY NEED TO BE INCREASED

SUBJECT TO ACHIEVING ADEQUATE COMPACTION.2. MINIMUM PIPE COVER NOT UNDER ROADS = 300mm

UNO.3. THE CONTRACTOR SHALL ENSURE THAT THE

SHOREING OF TRENCHES IS INSTALLED ASREQUIRED BY STATUTORY REQUIREMENTS.

4. ENSURE BACKFILLING COMPACTION MEETS THEFOLLOWING STANDARDS;

A) TRENCHES UNDER PAVED AREAS & BUILDINGS -100% SMDD.

B) TRENCHES NOT UNDER PAVEMENTS - 90% SMDD.

GENERAL AREAS

Ø20 GALVANISED

MILD STEEL

PLAN

FRONT ELEVATIONSIDE ELEVATION

230

STEP IRON DETAIL

SCALE 1:5

35

125105

ELEVATION

TOP OF PIT

225

30

0

PLAN

STEP IRON

PLACEMENT TO PIT WALL

SCALE NTS

PIT WALL

PIT FLOOR

30

03

00

30

0

MIN

0 2000mm1000

SCALE 1:50

5001000 1500

SHEETA1PLAN

200 400

SCALE 1:20

1000mm0 200 600 800

SHEETA1PLAN

1

DEC 2017

C4.02

L.Si.S.E.AS SHOWN

STORMWATER DRAINAGE

DETAILS SHEET 1 OF 2

NORTH SHORE

HEALTH HUB

A1SHEET SIZE:

Xrefs

: X-5

3200

04-T

B_A1

H_DA

Plot

Date:

05.12

.2017

@14

:00:07

Lo

gin N

ame:

lsing

h

Cad

File

: T:\5

3200

04\D

rawi

ngs\A

utoCA

D\Ci

vil\D

esign

\Civi

l 2D\

Towe

r B D

evelo

pmen

t App

licati

on\53

2000

4-W

S+P-

CS-D

D-04

00 -

C4.02

Stor

mwate

r Dra

inage

Deta

ils S

heet

1 of 2

.dwg




ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE


DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.



DRAINAGE LINE 1 LONGTIDINAL SECTION

SCALES: HORIZONTAL 1:500 VERTICAL 1:50

Datum RL 69.000

Chainage

Invert

Surface

1% AEP HGL

0

Pit 1

/1

88

.0

57

7.9

47

76

.6

10

403L/s

450mm

1.00%

76

.3

60

75

.6

60

70

.0

0

Pit 2

/1

77

.0

17

6.1

51

75

.4

90

400L/s

450mm

0.50%

74

.7

70

74

.5

90

10

5.8

6

Pit 3

/1

75

.6

47

5.3

11

75

.0

30

388L/s

600mm

0.20%

74

.4

40

74

.3

00

17

5.8

6

Pit 4

/1

75

.7

57

4.9

00

74

.6

64

383L/s

600mm

0.20%

74

.2

70

74

.1

40

23

9.4

5

Pit5

/1

75

.5

77

4.4

83

74

.4

91

376L/s

600mm

0.24%

74

.1

10

74

.0

90

24

7.6

4

Existin

g C

ou

ncil P

it 3

75

.4

5

74

.2

32

74

.1

99

1059L/s

825mm

1.67%

73

.6

00

73

.5

00

25

3.6

4

Existin

g C

ou

ncil P

it 4

74

.9

27

4.1

96

73

.6

38

1694L/s

825mm

1.33%

73

.5

00

72

.9

00

29

8.8

9

Existin

g C

ou

ncil P

it 5

74

.2

LO

T 1

U

NC

ON

TR

OL

LE

D D

IS

CH

AR

GE

R.L. 80.05

0 20.0m10.05.010.0 15.0

SCALE 1:500 SHEETA1PLAN

0 2000mm1000

SCALE 1:50

5001000 1500

SHEETA1PLAN

1

DEC 2017

C4.03

L.Si.S.E.AS SHOWN

STORMWATER DRAINAGE

DETAILS SHEET 2 OF 2

NORTH SHORE

HEALTH HUB

A1SHEET SIZE:

Xrefs

: X-5

3200

04-D

E_Lo

ngSe

ction

s; X-

5320

004-

TB_A

1H_D

APl

ot Da

te: 05

.12.20

17@

14:00

:38

Login

Nam

e: lsi

ngh

C

ad F

ile: T

:\532

0004

\Dra

wing

s\Auto

CAD\

Civil

\Des

ign\C

ivil 2

D\To

wer B

Dev

elopm

ent A

pplic

ation

\5320

004-

WS+

P-CS

-DD-

0400

- C4

.03 S

tormw

ater D

raina

ge D

etails

She

et 2 o

f 2.dw

g




ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE


DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.



B

STEP IRONS

AT 300 CTS

900 SQ CLASS D GRATE

P

R

O

V

I

D

E

M

I

N

.

1

.

0

%

F

A

L

L

A

C

R

O

S

S

B

A

S

E

O

F

O

S

D

1% FALL

OSD

EFFECTIVE

STORAGE : 237.6m³

300Ø OUTLET MIN

. H

EIG

HT

=

890

18400

2350

200

EF

FE

CT

IV

E D

EP

TH

=

1100

200

12000

3125

1000

12000

18000

200

200

200

12400

14675

3125200

200

200 200

SECTION B

SCALE 1:30

NON RETURN VALVE

27 x STORMWATER 360

PSORB FILTERS

PROVIDE MAXIMESH RH3030

RECTANGULAR TRASH SCREEN

OVER OUTLET PIPE ONLY

SECTION A

SCALE 1:30

ON-SITE DETENTION PLAN

SCALE 1:30

900 SQ CLASS D COVER

SUMP

900 SQ CLASS D GRATE900 SQ CLASS D COVER


900 SQ CLASS D GRATE

INLET

INLET

OSD HIGH LEVEL OUTLET

4 x 60mm Ø

WEEPHOLES

600 SQ 200mm DEEP

SEDIMENT TRAP

100mm OF 20mm NOM BLUE

METAL AGGREGATE IN

GEOTEXTILE FABRIC

OSD WEIR WALL

4 x 60mm Ø

WEEPHOLES

600 SQ 200mm DEEP

SEDIMENT TRAP

300 Ø OUTLET

TWL 79.00

RL 80.05RL 80.05

TWL 79.00

I.L 77.78

OSD

EFFECTIVE

STORAGE : 237.6m³

Ø225 STAINLESS

STEEL ORIFICE

PLATE

FALSE FLOOR

PRECAST PIT

BASE

STORMFILTER CARTRIDGE

FILTRATION UNIT

STORMFILTER CARTRIDGE DETAIL

NOT TO SCALE

A

78.02

77.93

77.80


77.78

PROVIDE 400x400mm

STAINLESS STEEL

Ø225mm ORIFICE

PLATE TO BE BOLTED

TO TANK WALL.

78.00

77.91

AVG BASE IL 77.90

PROVIDE Ø225mm STAINLESS

STEEL ORIFICE PLATE TO BE

BOLTED TO TANK WALL -

REFER DETAIL.

200

100mm OF 20mm NOM BLUE

METAL AGGREGATE IN

GEOTEXTILE FABRIC

AVG BASE IL 77.90

300Ø OUTLET

300Ø OUTLET

EF

EC

TIV

E D

EP

TH

=

1100

OSD OVERFLOW

OSD OVERFLOW

IL 77.93

1

DEC 2017

C4.04

L.Si.S.E.1:30

ON-SITE DETENTION PLAN AND

DETAILS

NORTH SHORE

HEALTH HUB

A1SHEET SIZE:

Xrefs

: X-5

3200

04-T

B_A1

H_DA

Plot

Date:

05.12

.2017

@14

:12:35

Lo

gin N

ame:

lsing

h

Cad

File

: T:\5

3200

04\D

rawi

ngs\A

utoCA

D\Ci

vil\D

esign

\Civi

l 2D\

Towe

r B D

evelo

pmen

t App

licati

on\53

2000

4-W

S+P-

CS-D

D-04

00 -

C4.04

On-

Site

Deten

tion P

lan an

d Sec

tions

.dwg




ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE


DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.



UNIT

TYPE

STRUT

TYPE

TOP

TYPE

RING

TYPE

BAG TYPE

(HEIGHT mm)

CAGE TYPE

1-PIECE

(HEIGHT mm)

C5 C C

C3 C C C C3(300)C3(300)

CN/A C5(170)

40mm

40mm

3.5mm

STAINLESS STEEL TUBE

STEEL BAR

Ø 7 STAINLESS

680

730

3mm THICK BLACK PLASTIC

2

7

0

4

0

0

5

0

0

t

o

6

5

0

m

m

385

305

SUPPORT ANGLES

I-PIECE CAGE.

GALVANISED STEEL

C-TYPE UNIT CONFIGURATIONS

30

0m

m

NOTE: UNIT TYPES C5 ARE INSTALLED WITHOUT

ANY CAGES. USE ONLY STRUT, TOP, BAG & RING.

C1(600MM) TO C3 (300MM) CAGES - PLAN

C3 (300MM) CAGES - SECTION

C3(300MM) TO C5 (170MM nom.) BAGS

C-TYPE ALUMINIUM STRUT

C-TYPE RING

C-TYPE TOP

300 to 170m

m

STORMFILTER CHAMBER PLAN LAYOUT

ALTERNATIVE

OUTLET

ALTERNATIVE

INLET

STORMFILTER CHAMBER SECTION

UNDERDRAIN AND FALSE FLOOR

INSTALLED BY SW360

STORMFILTER WALL

CAST IN-SITU

(BY OTHERS)

100mm DIAMETER VOID

TO BE LEFT IN WALL

FOR UNDERDRAIN

INSTALLATION

900 x 900 ACCESS

COVER OVER TOP OF

CARTRIDGE BAY

SUPPLIED BY OTHERS

DETENTION TANK CONSTRUCTED

BY OTHERS ON SITE

STORMFILTER WALL

CAST IN-SITU (BY

OTHERS)

4500 x 3600 x 150 mm DEEP VOID FOR

STORMFILTER FITOUT

DETENTION TANK LID

900 SQUARE ACCESS

COVER SUPPLIED &

INSTALLED BY OTHERS

OUTLET

930

780

O.S.D. STORAGE

O.S.D. STORAGE

4500

36

00

375

450

450

NOT TO SCALE

1

DEC 2017

C4.05

L.Si.S.E.AS SHOWN

TYPICAL STORMWATER360

STANDARD DETAILS

NORTH SHORE

HEALTH HUB

A1SHEET SIZE:

Xrefs

: X-5

3200

04-T

B_A1

H_DA

Plot

Date:

05.12

.2017

@14

:04:33

Lo

gin N

ame:

lsing

h

Cad

File

: T:\5

3200

04\D

rawi

ngs\A

utoCA

D\Ci

vil\D

esign

\Civi

l 2D\

Towe

r B D

evelo

pmen

t App

licati

on\53

2000

4-W

S+P-

CS-D

D-04

00 -

C4.05

Typ

ical S

tormw

ater3

60 S

tanda

rd D

etails

.dwg




ANY WORK.


PROJECT

CLIENT

JOB No.

DATE

SCALE

TITLE

DRAWING No. ISSUE


DEXUS

NORTH SHORE

HEALTH HUB

5320004

L.Sh. M.C.



NORTH SHORE HEALTH HUB, ST LEONARDS

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