OPEN OPEN - ProjectCorpprojectcorp.com.au/wordpress/projectfiles/Child Care Centre... · beam...

32.0

GENERAL NOTES

50025

kPa

kPa

m/sm/s

4.0

0.25

4537

G1. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALLARCHITECTURAL AND OTHER CONSULTANTS DRAWINGS ANDSPECIFICATIONS AND WITH SUCH OTHER WRITTEN INSTRUCTIONS ASMAY BE ISSUED.

G2. ALL DIMENSIONS RELEVANT TO SETTING OUT AND OFF-SITE WORKSHALL BE VERIFIED BY THE CONTRACTOR BEFORE CONSTRUCTIONAND FABRICATION IS COMMENCED.

G3. DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE STRUCTURALDRAWINGS.

G4. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS STATED OTHERWISE. ALL LEVELS ARE EXPRESSED IN METRES.

G5. DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLEFOR MAINTAINING THE STRUCTURE IN A STABLE CONDITION ANDENSURING NO PART SHALL BE OVER STRESSED UNDERCONSTRUCTION ACTIVITIES.

G6. WORKMANSHIP AND MATERIALS ARE TO BE IN ACCORDANCE WITH THERELEVANT CURRENT S.A.A. CODES INCLUDING ALL AMENDMENTS, ANDTHE LOCAL STATUTORY AUTHORITIES, EXCEPT WHERE VARIED BY THECONTRACT DOCUMENTS.

G7. THE APPROVAL OF A SUBSTITUTION SHALL BE SOUGHT FROM THEENGINEER BUT IS NOT AN AUTHORISATION FOR A VARIATION.

ANY VARIATIONS INVOLVED MUST BE TAKEN UP WITH THE ARCHITECTOR PROJECT MANAGER BEFORE THE WORK COMMENCES.

G8. ANY DISCREPANCIES OR OMISSIONS SHALL BE REFERRED TO THEENGINEER FOR A DECISION BEFORE PROCEEDING WITH THE WORK.

G9. THE BUILDER SHALL GIVE 48 HOURS NOTICE FOR ALL ENGINEERINGINSPECTIONS.

G10. BUILDING FROM THESE DRAWINGS IS NOT TO COMMENCE UNTILAPPROVED BY THE LOCAL AUTHORITIES

G11. THE WORD 'ENGINEER' USED IN THESE NOTES REFER TO ANEMPLOYEE OR NOMINATED REPRESENTATIVE OF

ACOR CONSULTANTS PTY.LTD.

G12. THE STRUCTURAL WORK SHOWN ON THESE DRAWINGS HAS BEENDESIGNED FOR THE FOLLOWING SUPERIMPOSED LOADS:

WIND LOADS IN ACCORDANCE WITH AS1170 - PART 2:2011 STRUCTURAL IMPORTANCE MULTIPLIER TERRAIN CATEGORY REGIONAL WIND SPEED REGION A : V V

LIVE LOADS ROOF - NON-TRAFFICABLE RESIDENTIAL FLOOR AREAS UNLESS NOTED OTHERWISE

F1. FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLEBEARING INTENSITY OF 100 kPa ON SAND IN ACCORDANCEWITH:

GEOTECHNICAL REPORT No. : GI5121ROS-ROIF

PREPARED BY : GEO-ENVIRONMENTAL ENGINEERINGIF A GEOTECHNICAL INVESTIGATION HAS NOT BEEN MADE, THEFOUNDATION CONDITIONS AND REACTIVITY CLASS ARE ANASSUMPTION AND MUST BE CONFIRMED BY TRIAL EXCAVATIONSBY THE BUILDER.

FOUNDATION MATERIAL SHALL BE APPROVED FOR THIS BEARINGPRESSURE BEFORE PLACING MEMBRANE, REINFORCEMENT ORCONCRETE.

F2. RESIDENTIAL SLABS AND FOOTINGS HAVE BEEN DESIGNED FOR AREACTIVITY CLASS TBC TO AS2870.

F3. BEARING MATERIAL AT BASES OF PIERS TO BE CONFIRMED BY ANEXPERIENCED GEOTECHNICAL ENGINEER OR ENGINEERINGGEOLOGIST.

F4. EXCAVATION NEAR FOOTINGS SHALL NOT EXTEND BELOWFOUNDATION LEVEL WITHOUT THE ENGINEERS APPROVAL.

F5. ALL FOOTINGS SHALL BE LOCATED CENTRALLY UNDER WALLSAND COLUMNS UNLESS NOTED OTHERWISE

F6. DO NOT BACKFILL RETAINING WALLS (OTHER THAN CANTILEVERWALLS) UNTIL FLOOR CONSTRUCTION AT TOP AND BOTTOM ISCOMPLETED.

F7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAININGANY EXCAVATION IN A STABLE CONDITION WITHOUT ADVERSELYAFFECTING SURROUNDING PROPERTY INCLUDING SERVICES.THIS INCLUDES OBTAINING ALL NECESSARY APPROVALS FORSHORING AND ANCHOR SYSTEMS.

F8. ANY OVER EXCAVATION SHALL BE BACKFILLED WITH CONCRETEGRADE N15.

F9. FOUNDATIONS ADJACENT TO SERVICES ETC. SHALL BE EXTENDEDDOWN SUCH THAT THE INFLUENCE LINE OF THE FOUNDATION ISBELOW THE ADJACENT SERVICE.

FOUNDATIONS

SLAB

ZON

E

BEAM

ZON

E

REINFORCEMENT

TO MATCHADJACENTTOP BARS

OPENOPEN

ADDITIONAL REINFORCEMENTREFER TO NOTES

CONCRETE CONT'CONCRETE NOTES

MIN.

600

600

600

600

150

PIERING REQUIREMENT

C31. WHERE A SERVICE TRENCH IS PARALLEL TO A SIDE OF THESLAB, WHETHER THE SLAB BE IN AN EXCAVATED OR FILLEDAREA, THEN PIERING TO SUPPORT THE SLAB BESIDE THESERVICE TRENCH IS ONLY REQUIRED IF THE SERVICE LINE ISBELOW A LINE OF INFLUENCE DRAWN FROM THE BOTTOM OFTHE EDGE BEAM. REFER TO DIAGRAM BELOW.

45° FO

R CLAY

30° FOR

SAND

SERVICETRENCH

PIERS TO BE FOUNDEDBELOW THE ZONE OFINFLUENCE. STRUCTURALENGINEER TO ADVISEPIERING REQUIREMENTS

C32. THESE NOTES ARE INTENDED AS A GUIDE. THERE IS ALWAYS APOSSIBILITY OF SITE CONDITIONS REQUIRING VARIATION TO THESEPROCEDURES. IN SUCH CASES, THE STRUCTURAL ENGINEER MUSTBE CONSULTED.

PROVIDE EDGE BEAMDEEPENING IN LIEU OF PIERIN < 150 kPa SOILS

45 MIN.20mm

50mm30mm50mm

SURFACES ABOVE GROUND - EXTERIOR- INTERIORSURFACES ABOVE GROUND

- FOOTINGS- SLABSWITH MEMBRANE

WITHOUT MEMBRANE

COVERSURFACES IN CONTACT WITH GROUND

TOP BARS: FOR EVERY TWO BARS THAT ARE TERMINATED BYOPENINGS, ADD ONE BAR EACH SIDE USING SAME GRADE ANDSIZE OF REINFORCEMENT. WHERE NO TOP BARS ARE SHOWN,ADD 1-N16 TOP EACH SIDE OF OPENING.

TYPICAL OPENINGS IN SLABS

C22. FOR OPENINGS LESS THAN 300 x 300mm, BARS TO BERE-ARRANGED AROUND HOLE.

C23. FOR PENETRATIONS GREATER THAN 300 x 300mm BUT LESSTHAN 1000mm x 1000mm USE DETAILS BELOW.

C24. FOR PENETRATIONS GREATER THAN 1000 x 1000mm REFER TOENGINEER'S PLANS. WHERE OPENINGS ARE NOT DETAILED,CONTACT ENGINEER IMMEDIATELY.

C25. LOCATION OF OPENINGS TO BE TO THE APPROVAL OF THESTRUCTURAL ENGINEER.

PIPE PENETRATION THROUGH BEAM

C26. MINIMUM DISTANCE FROM BEAM SOFFIT TO PIPE SOFFIT TO BE150mm.

C27. FOR PIPES UP TO Ø90, ADD ONE ROW OF TIES EACH SIDE OFPIPE.

C28. FOR PIPES Ø91 TO Ø150, ADD TWO ROWS OF TIES EACH SIDEOF PIPE AND 1-N16 HORIZONTAL BAR 1200 LONG TOP ANDBOTTOM OF PIPE AT EVERY VERTICAL TIE LEG.

C29. FOR HOLES GREATER THAN Ø150 REFER TO ENGINEER'SDETAILS. WHERE PENETRATIONS ARE NOT DETAILED, CONTACTSTRUCTURAL ENGINEER IMMEDIATELY.

C30. LOCATION OF HOLES TO BE TO THE APPROVAL OF THESTRUCTURAL ENGINEER.

MPaF'c - 28 DAYS

COMPRESSIVE STRENGTH SLUMP

mm mmSIZE

MAX. AGG.

20202020

80808080

40254025

SUSP. SLABSSLABS ON GRD.COLUMNSFOOTINGS

ELEMENT

C1. ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITHAS 3600 CURRENT EDITIONS WITH AMENDMENTS, AND THE ACSECONCRETE SPECIFICATION EXCEPT WHERE VARIED BY THE CONTRACTDOCUMENTS.

C2. CONCRETE COMPONENTS AND QUALITY SHALL BE AS FOLLOWS:-

C3. CEMENT TO BE TYPE SL TO AS 3972 UNLESS NOTED OTHERWISE THIS ISA MODIFIED TYPE 'GP' CEMENT. SEE ACSE CONCRETE SPECIFICATION.

C4. NO 'BRECCIA' TYPE AGGREGATE IS TO BE USED.

C5. NO ADMIXTURES SHALL BE USED IN CONCRETE UNLESS APPROVED INWRITING.

C6. A VIBRATOR IS TO BE USED FOR THE COMPACTION OF ALL CONCRETE.

C7. BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB THICKNESS.

C8. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OFAPPLIED FINISHES.

C9. NO HOLES, CHASES OR EMBEDMENT OF PIPES OTHER THAN THOSESHOWN ON THE STRUCTURAL DRAWINGS SHALL BE MADE INCONCRETE MEMBERS WITHOUT PRIOR APPROVAL OF THE ENGINEER.

C10. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED AND USE ONLYWHERE SHOWN OR SPECIFICALLY APPROVED BY THE ENGINEER.

C11. COVER TO REINFORCEMENT FOR CORROSION PROTECTION SHALL BEAS FOLLOWS UNLESS NOTED OTHERWISE COVER TO DOMESTICFOOTINGS SHALL COMPLY WITH:

COVER SHALL NOT BE LESS THAN THE SIZE OF THE AGGREGATE ORTHE MAIN BARS.

C12. CONDUITS, PIPES AND THE LIKE SHALL NOT BE PLACED WITHIN THECONCRETE COVER.

C13. CURE ALL CONCRETE USING AN APPROVED METHOD IN ACCORDANCEWITH ACSE SPECIFICATION. CURING COMPOUNDS TO COMPLY WITH AS3799. PVA BASED CURING COMPOUNDS ARE NOT ACCEPTABLE.

C14. ALIPHATIC ALCOHOL:- WHEN SHADE TEMPERATURE EXCEEDS 35° C SPRAY THE EXPOSED

SURFACE OF CONCRETE SLAB DURING THE PLACING AND FINISHINGOPERATION WITH A FINE FILM OF APPROVED ALIPHATIC ALCOHOL.

REPEAT THE SPRAY IF THE SPRAYED SURFACE HAS BEEN RE-WORKED.

C15. ENSURE ADEQUATE SUPPLY OF ALIPHATIC ALCOHOL ON SITE BEFORECOMMENCING CONCRETE WORK.

C16. ALL CONCRETE SLABS AND BEAMS TO BE PROPORTIONED TO LIMITDRYING SHRINKAGE TO 500 MICROSTRAIN AT 56 DAYS.

C17. ALL CONCRETE COLUMNS GREATER THAN 12 METRES IN HEIGHTSHALL BE POURED A MINIMUM OF 4 HOURS PRIOR TO SLAB OR BEAMOVER.

C18. DRIP GROOVES ARE TO BE PROVIDED AT ALL EXPOSED EDGES. COVERTO REINFORCEMENT TO COMPLY WITH C11 ABOVE.

C19. CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED TOTHE APPROVAL OF THE ENGINEER.

C20. BEAM NUMBERING SYSTEM

WALL NUMBERING SYSTEM

C21. TOP MESH FOR SLAB REINFORCEMENT TO BE CONTINUOUS OVER SLABSUPPORTS

2-B10

CONCRETE BEAM UNDER

FLOOR NUMBER

WALL NUMBER

WALL THICKNESS (IF SHOWN ON PLAN)

W10 (250)

BOTTOM BARS: FOR EVERY TWO BARS THAT ARETERMINATED BY PENETRATION, ADD ONE BAR EACHSIDE USING SAME GRADE AND SIZE OFREINFORCEMENT.

BEAM

EXTRA BEAMTIES

MINIMUM

50 MIN.

OVERLAP

ALTERNATIVE FABRIC SPLICE DETAIL

50 MAX.

REINFORCEMENT

RSL SQUARE MESH

PLAIN (ROUND)500250

TMRL RECTANGULAR MESH

TRENCH MESH500500

LOW DUCTILITYSEISMIC (EARTHQUAKE) DUCTILITY

467146714671467146714671

R1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS3600 2001 AND OTHER RELEVANT AUSTRALIAN CODES.

R2. REINFORCEMENT TYPE AND GRADE.

R3. ALL REINFORCEMENT TO CONFORM TO AS4671, CURRENTEDITIONS WITH AMENDMENTS.

REINFORCEMENT SYMBOLS:

N DENOTES 500N GRADE DEFORMED BARS DENOTES 250S GRADE DEFORMED BARR DENOTES 250R GRADE ROUND BAR

THE NUMBER FOLLOWING THESE SYMBOLS IS THE BARDIAMETER IN mm.

R4. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND NOT NECESSARILY SHOWN IN TRUE PROJECTION.

R5. WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED WITHOUT THE APPROVAL OF THE ENGINEER.

R6. ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED IN ITS CORRECT POSITION DURING CONCRETING BY APPROVED BAR CHAIRS, SPACERS OR SUPPORT BARS.

R7. SITE BENDING OF N BARS SHALL BE DONE COLD WITH POWER ORMECHANICAL BENDING TOOLS. NOTE: IF N BARS ARE HEATED ABOVE450°C (LESS THAN RED HEAT) THEY LOSE STRENGTH.

REINFORCEMENT LAPS

R8. LAP TOP BARS MIDSPAN. LAP BOTTOM BARS AT SUPPORTS. LAPS IN SLAB REINFORCEMENT (U.N.O.) ON PLAN OR DETAILS TO BEAS SHOWN BELOW:

MINIMUM LAPS FOR BARS IN COMPRESSION

WHERE LAPS OCCUR AWAY FROM MIDSPAN (TOP STEEL) OR SUPPORTS (BOTTOM STEEL) USE FULL MOMENT LAPS AS SHOWN BELOW. SUBJECT TO APPROVAL STOCK BAR LENGTHS AND FULL MOMENT LAPS MAY BE USED IN SLABS.

FULL MOMENT LAPS

R9. FABRIC TO CONFORM TO AS1304.

R10. FABRIC LAPS

R11. FABRIC TO EXTEND 70 WITH A CROSSWIRE ONTO WALLS U.N.O.

R12. A MAXIMUM OF THREE SHEETS OF FABRIC SHALL BE LAPPED AT ANYPOINT.

L

L

L L

L LL L

N12x1400 LONG AT WIRE CENTRES

REFER TO BRICKWORK NOTESSLIP JOINT

5005005004671NORMAL DUCTILITY

ELN

GRADEAUS. STAND.TYPESYMBOL

LESS THAN 300mmCONCRETE BELOW BAR

OR VERTICAL BAR

24002000170014001100850600

N36N32N28N24N20N16N12

BAR SIZE

BAR SIZE

1200120011501000800650500

N36N32N28N24N20N16N12

L

SPLICE LENGTHS (L) (IN mm)

MORE THAN 300mmCONCRETE BELOWHORIZONTAL BAR

CONCRETE GRADE CONCRETE GRADE25 MPa 30 MPa 25 MPa 30 MPa

21001800150012501000750500

305026002200180014501150800

270023002000160013001000700

SPLICE LENGTHS (L) (IN mm)

SG1. THESE SLABS HAVE BEEN DESIGNED IN ACCORDANCE WITHAS 2870-1996 `RESIDENTIAL SLABS & FOOTINGS'. PARTICULARATTENTION IS DRAWN TO CLAUSE 1.3 & APPENDIX C WHICHREFER TO THE PROBABILITIES OF THE VARIOUS CATEGORIESOF DAMAGE OCCURRING.

SG2. THE BUILDER SHALL ENSURE THAT ALL CONSTRUCTION ISCARRIED OUT STRICTLY IN ACCORDANCE WITH THEPROVISIONS OF THIS CODE. PARTICULAR ATTENTION ISDRAWN TO SECTION 6 OF THE CODE.

SG3. TERMITE PROTECTION SHALL BE INSTALLED IN ACCORDANCEWITH AS 3660.1-1995, & OTHER RELEVANT AUSTRALIANSTANDARDS & LOCAL AUTHORITY REQUIREMENTS.

SG4. THE BUILDER SHALL COMPLETELY SEAL, BY GROUTING, ANYCRACKS THAT MAY DEVELOP IN THE SLAB, GREATER THAN OREQUAL TO 1mm IN WIDTH, BEFORE APPLYING ANY FINISHES.

SLABS ON GROUND

25 GAP

20 GAP20 GAP

APPROVEDFLEXIBLE ANCHORS FLEXIBLE FOAM

FLEXIBLE FOAM

MASTIC SEALANT

B1. ALL WORKMANSHIP AND MATERIAL SHALL COMPLY WITHAS 3700, AND THE SPECIFICATIONS.

B2. BUILD ALL LOAD BEARING WALLS BEFORE SUPPORTED MEMBERSARE POURED.PROVIDE 75mm MINIMUM BEARING FOR SLABS AND 230 MMMINIMUM FOR BEAMS UNLESS NOTED OTHERWISE.

B3. ONLY ENGINEER APPROVED MASONRY ANCHORS TO BE USED.ANCHOR DIAMETER SHOWN REFERS TO STUD THREAD DIAMETER.ANCHOR ONLY INTO SOLID BRICKS.

B4. CUTTING AND CHASING OF BRICKWORK IS NOT PERMITTEDWITHOUT PRIOR APPROVAL FROM THE ENGINEER.

B5. NO BRICKWORK TO BE BUILT ON PROPPED SLABS.

B6. OBTAIN ENGINEERS APPROVAL BEFORE COMMENCINGBRICKWORK ON SUSPENDED SLABS.

B7. MINIMUM CHARACTERISTIC UNCONFINED COMPRESSIVESTRENGTH OF BRICKS SHALL BE 20 MPa (F'c = 20 MPa).

B8. MORTAR TYPE SHALL BE 1 : 1 : 6 FOR M3 (NORMAL) & 1 : 0.5 : 4.5FOR M4 MORTAR. (EXPOSURE GRADE) UNLESS NOTED OTHERWISE

B9. ALL BRICK WALLS ON SLABS WITH NO WALLS UNDER, REINFORCEWITH 2-R6 RODS PER LEAF ONE COURSE ABOVE SLAB.(HOT DIP GALVANISED TO EXTERNAL LEAF OF CAVITY WALL)

B10. WHERE MASONRY ABUTS STEEL OR CONCRETE STRUCTURES,THEY SHALL BE RESTRAINED USING 32 MM X 1.2 MM THICKGALVANISED STEEL STRAPS 300 MM LONG.POWER FIX TO COLUMNS AT EVERY :-5TH COURSE - STANDARD METRIC BRICK4TH COURSE - MODULAR METRIC BRICKS, 90 MM

HIGH METRIC BLOCKS2ND COURSE - 200 MM HIGH METRIC BLOCKS.

B11. BRICK TIES TO BE AT VERTICAL CENTRES AS PER NOTE B10.HORIZONTAL CENTRES OF TIES NOT TO EXCEED 600 MM.

B12. ALL ENGAGED BRICK PIERS TO BE 110 X 230 UNLESS NOTEDOTHERWISE

B13. ALL BRICKWORK IN STRAIGHT SECTIONS AND CORNERS TO BEFULLY BONDED EVEN WHEN DIFFERENT BRICK STRENGTHS ARENOMINATED.

B14. PLACE 2 LAYERS OF GALVANISED FLAT STEEL WITH GRAPHITEGREASE BETWEEN LOAD BEARING MASONRY AND CONCRETESLABS.ENSURE TOP SURFACE OF MASONRY IS SMOOTH.

B15. LINTEL NOT SHOWN ON DRAWINGS TO BE AS PER STANDARDPRACTICE.ALL LINTELS TO EXTERNAL LEAF TO BE HOT DIP GALVANISED.

B16. PLACE `BRICK TIES' TO ALL BRICKWORK AT 4 COURSE CENTRES(AND ONE COURSE OVER OPENINGS)

B17. ALL INTERNAL LEAVES OF EXTERNAL LOAD BEARING CAVITYWALLS TO BE TIED TO THE UNDERSIDE OF SLAB/STEELWORK WITH`M.E.T. 4-3' TIES OR EQUIVALENT AT 2000 CENTRES.

VERTICAL JOINTS

B18. PROVIDE VERTICAL JOINTS IN BRICKWORK AT THE FOLLOWINGMAXIMUM SPACINGS:

WALLS GENERALLY PARAPETSFIRST JOINT FROM CORNER 5M 4MGENERAL SPACING 8M 6M

JOINT LOCATIONS TO BE CO-ORDINATED WITH ARCHITECTURALDRAWINGS

B19. IN BUILDINGS WITH COLUMNS, LOCATE JOINTS AT COLUMNS & TIEBRICKWORK TO COLUMNS WITH APPROVED FLEXIBLE ANCHORS.

B20. WHERE LOCATION OF JOINTS ABOVE RAISES DOUBT ABOUTSTABILITY OF A WALL, REFER TO ENGINEER.

B21. WIDTH OF VERTICAL JOINTS TO BE 25mm. KEEP CLEAR OF MORTAR& DEBRIS.

B22. FILL JOINTS WITH FLEXIBLE FOAM SLIGHTLY OVERSIZED. DO NOTUSE BITUMEN IMPREGNATED FIBREBOARD.

B23. SEAL JOINTS WITH APPROVED MASTIC SEALANT RECESSED 25mmFROM FACE OF WALL.

HORIZONTAL JOINTS

B24. PROVIDE HORIZONTAL JOINTS AS SHOWN ON DRAWINGS.

B25. WHERE BRICKWORK IS NON-LOAD BEARING, PROVIDE 10mm GAPBETWEEN TOP OF WALL & UNDERSIDE OF SLAB & FILL WITHFLEXIBLE FOAM.

BRICKWORK NOTES

1 : 0.5 : 4.5M4 MORTAR (EXPOSURE GRADE)

1 : 1 : 6M3 MORTAR (NORMAL)

15WALLS

MORTAR MIXCEMENT:LIME:SAND

BLOCK STRENGTHGRADE

ELEMENT

CB1. ALL WORKMANSHIP SHALL COMPLY WITH AS 3700, AND THESPECIFICATIONS.

CB2. ALL BLOCKS SHALL CONFORM TO AS 2733.

CB3. THE DESIGN STRENGTH OF CONCRETE MASONRY SHALL BE ASFOLLOWS :-

CB4. LAY BOTTOM COURSE OF BLOCKS ON FULL MORTAR BED. ALLPERPENDS SHALL BE FULLY FILLED WITH MORTAR, EXCEPTWHERE REQUIRED FOR WEEPHOLES.

CB5. CLEAN OUT BLOCKS SHALL BE PROVIDED AT THE BASE OF ALLREINFORCED CORES. REINFORCED CORES SHALL BE CLEANEDOF MORTAR PROTRUSIONS BEFORE GROUTING.

CB6. ALL REINFORCED CORES SHALL BE FILLED WITH GROUT. THEGROUT FILLING SHALL BE THOROUGHLY COMPACTED BYMECHANICAL VIBRATOR OR RODDING. UNREINFORCED CORESNEED NOT BE FILLED UNLESS OTHERWISE NOTED.

CB7. GROUT COVER TO REINFORCEMENT IN 190 BLOCK RETAININGWALLS SHALL BE MAINTAINED BY THE USE OF PLASTIC"BLOCKAID" REINFORCEMENT LOCATION BRACKETS (ORAPPROVED EQUIVALENT) AT THE INTERSECTION OF ALLHORIZONTAL AND VERTICAL REINFORCEMENT.

CB8. GROUT SHALL BE IN ACCORDANCE WITH AS 3600 AND COMPLYWITH THE FOLLOWING :-

CHARACTERISTIC STRENGTH f'c = 20 MPa AT 28 DAYS.MAXIMUM AGGREGATE SIZE = 10 mm.SLUMP = 230 mm.

CB9. MAXIMUM CONTINUOUS POUR HEIGHT SHALL BE 3600 mm,STOP POUR 50 mm BELOW TOP OF BLOCK TO PROVIDE KEYFOR THE FOLLOWING POUR.

CB10. PROVIDE WATERPROOFING AND DRAINAGE TO BACK OF WALLSAS REQUIRED BY THE ARCHITECT'S SPECIFICATIONS IFREQUIRED.

CB11. PROVIDE TEMPORARY PROPPING TO WALLS WHERE REQUIREDFOR STABILITY DURING CONSTRUCTION.

CB12. BACKFILL RETAINING WALLS, AFTER OBTAINING ENGINEER'SAPPROVAL, WITH CLEAN GRANULAR FILLING, FREE FROM CLAYAND OTHER ORGANIC MATTER.

VERTICAL JOINTS

CB13. PROVIDE VERTICAL CONTROL JOINTS IN ALL WALLS AT AMAXIMUM OF 8000 mm CENTRES OR AT SLAB JOINTS UNLESSINDICATED OTHERWISE ON THE STRUCTURAL DRAWINGS.

CB14. VERTICAL REINFORCEMENT TO BE POSITIONED 20 mm CLEARFROM FACE OF BLOCKWORK UNLESS OTHERWISE NOTED ONTHE STRUCTURAL DRAWINGS.

HORIZONTAL JOINTS

CB15. PROVIDE HORIZONTAL JOINT REINFORCEMENT EVERY THIRDCOURSE FOR SOLID OR CORE FILLED BLOCKS

REINFORCED CONCRETE BLOCKWORK

SURFACEPREPARATION

HOT DIPGALVANISED REFERTO SPECIFICATIONS.

ZINC PHOSPHATEPRIMER FILMTHICKNESS 0.075mm

PICKLE(AS 1627 PART 5)

CLASS 2 (AS 1627)BLAST CLEAN TO

EXPOSED TOWEATHER INCLUDINGALL STIFFENERS

INTERIOR MEMBERS

PROTECTIVECOATING

ELEMENT

GRADEAUS. STAND.COMPONENT

S.P.

WELD CATEGORY

ALL

ELEMENT

250300450

C350C250C350300250

36793679139711631163116336793678PLATE

HOT ROLLED SECTIONSCHS > 80 mm DIA.CHS < 80 mm DIA.RHS & SHSPURLINS & GIRTSWELDED BEAMS & COLUMNSFLAT BARS & RODS.

S1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITHSTEEL STRUCTURE - AS 4100 AND WELDING - AS 1554 EXCEPT WHEREVARIED BY THE CONTRACT DOCUMENT.

S2. STEEL COMPONENTS SHALL CONFORM TO THE FOLLOWING TABLE U.N.O.

S3. BOLT DESIGNATION

ALL BOLTS TO BE 8.8/S UNLESS NOTED OTHERWISE

4.6/S COMMERCIAL BOLTS OF GRADE 4.6 TO AS 1111 SNUG TIGHTENED. 8.8/S HIGH STRENGTH STRUCTURAL BOLTS OF GRADE 8.8 TO AS 1252

SNUG TIGHTENED. 8.8/TB HIGH STRENGTH BOLTS OF GRADE 8.8 TO AS 1252 FULLY

TENSIONED TO AS 4100 AS A BEARING JOINT. 8.8/TF HIGH STRENGTH STRUCTURAL BOLTS OF GRADE 8.8 TO AS 1252

FULLY TENSIONED TO AS 4100 AS A FRICTION JOINT WITH CONTACT SURFACES LEFT UNCOATED.

S4. ALL BOLTS SHALL BE M20 GRADE 8.8/S U.N.O. ALL STUDS SHALL BE M20 GRADE 4.6/S U.N.O. NO STEEL TO STEEL CONNECTION TO HAVE LESS THAN 2 BOLTS.

S5. ALL PLATES TO BE 10 mm THICK U.N.O.

S6. ALL WELDS TO BE 6 mm CONTINUOUS FILLET WELDS U.N.O.

ALL BUTT WELDS TO BE COMPLETE PENETRATION BUTT WELDS. ELECTRODES TO BE E48XX U.N.O. WELD CATEGORY AS TABULATED ABOVE.

S7. THE CONTRACTOR SHALL MAKE THE NECESSARY ALLOWANCES FORCOORDINATING ALL ARCHITECTURAL & STRUCTURAL ELEMENTS IN THEPREPARATION OF STRUCTURAL STEELWORK SHOP DRAWINGS &SUBSEQUENT FABRICATION & ERECTION. CONNECTION DETAILS SHOWNON STRUCTURAL DRAWINGS ARE TYPICAL ONLY. WHERE A DETAIL IS NOTSHOWN THE FABRICATOR / SHOP DETAILER SHALL PREPARE DETAILS INACCORDANCE WITH AS4100 & THE AISC PUBLICATIONS `DESIGN OFSTRUCTURAL CONNECTIONS' & `STANDARDISED STRUCTURALCONNECTIONS'. THESE DETAILS SHALL TAKE DUE ACCOUNT OFARCHITECTURAL & SERVICE REQUIREMENTS & SHALL BE SUBMITTED TOTHE ENGINEER FOR APPROVAL. THE ENGINEER WILL SUPPLY LOADS ASREQUIRED. ALL COSTS & TIME IMPLICATIONS ASSOCIATED WITH THESEWORKS ARE TO BE ALLOWED FOR BY THE CONTRACTOR.

S8. STRUCTURAL STEELWORK SHALL HAVE THE FOLLOWING TREATMENT:-

S9. ALL STRUCTURAL STEELWORK WHICH IS EXPOSED, STEELWORK INCONTACT WITH EXTERNAL CAVITY BRICKWORK & ALL LINTELS SHALL BEHOT DIP GALVANISED OR STAINLESS STEEL - REFER TO DRAWINGS.GALVANISING OF STRUCTURAL SECTIONS SHALL BE IN ACCORDANCEWITH AS 4680 AND THE GALVANISING OF THREADED FASTENERS SHALLBE IN ACCORDANCE WITH AS 1214

S10. AFTER FABRICATION ALL EXPOSED STEELWORK AND STEELWORK BUILTIN EXTERNAL WALLS INCLUDING FITMENTS, NUTS, BOLTS, WASHERS ANDHOLDING DOWN BOLTS TO BE HOT DIP GALVANISED.

S11. ANY FURTHER WELDED JOINTS ARE TO BE PAINTED WITH 2 COATS OFAPPROVED GALVANISED PAINT.

S12. THE ENDS OF ALL TUBULAR MEMBERS ARE TO BE SEALED WITH NOMINALTHICKNESS PLATES AND CONTINUOUS FILLET WELD UNLESS OTHERWISESHOWN ON THE DRAWINGS.

S13. THE SUB-CONTRACTOR SHALL PROVIDE ALL CLEATS AND DRILL ALLHOLES NECESSARY FOR ALL ATTACHMENTS WHETHER OR NOT DETAILEDON THE DRAWINGS.

S14. PROVIDE HOOK BOLTS TO PURLINS ADJACENT TO BRACING MID POINTSTO CONTROL BRACE SAG.

S15. ALL STEELWORK IS TO BE TEMPORARILY BUT SECURELY BRACED UNTILALL FINAL BRACING, CLADDING & STABILISING BRICK OR BLOCKWORKHAVE BEEN COMPLETED.

S16. GRAVITY &/OR GAUGE LINES TO INTERSECT U.N.O.

S17. CONCRETE ENCASED STEELWORK TO BE WRAPPED WITH F41 MESH & TOHAVE 50mm MIN. COVER OF CONCRETE GRADE 25 TO AS3600.

S18. SHOP DRAWINGS SHALL BE PREPARED BY THE FABRICATOR FOR ALLSTRUCTURAL STEELWORK. SUBMIT COPIES OF ALL WORKSHOPDRAWINGS TO ACOR CONSULTANTS FOR STRUCTURAL APPROVAL ATLEAST 14 DAYS PRIOR TO FABRICATION. DO NOT FABRICATE STEELWORKUNTIL WORKSHOP DRAWINGS ARE APPROVED.

STRUCTURAL STEELWORK STRUCTURAL STEELWORK CONT'PURLINS AND GIRTS

S19. ALL PURLINS AND GIRTS TO BE COLD FORMED LIGHT-GAUGE STEELSECTIONS CONFORMING TO ANZ4600 FOR DESIGN AND TO AS1397 FORMATERIAL PROPERTIES.

S20. THE OVERALL DIMENSIONS OF PURLINS AND GIRTS SHALL NOT BE LESSTHAN THE NOMINAL SIZE GIVEN, BOTH FLANGES SHALL BE LIPPED.

S21. LOCATION OF PURLINS & GIRTS TO BE OBTAINED FROM ARCHITECT'SDRAWINGS. OR ROOFING CONTRACTOR

S22. PROVIDE TRIMMER PURLINS BETWEEN MAIN PURLINS TO SUIT ROOFPROFILE (HIPS, VALLEYS, RIDGE LINES ETC.) AND CONNECT WITHPROPRIETARY CLEATS AS RECOMMENDED BY MANUFACTURER

S23. WHERE NECESSARY TO HANG CEILING, SERVICE PIPES, DUCTWORK ETC.FROM PURLINS, THE BUILDER SHALL ONLY USE THE FOLLOWINGAPPROVED METHODS.

IF IN DOUBT OBTAIN APPROVAL FROM ENGINEER PRIOR TO PROCEEDINGWITH INSTALLATION.

WEB PENETRATIONSS24. IT IS THE CONTRACTORS RESPONSIBILITY TO COORDINATE ALL

STRUCTURAL ELEMENTS WITH ANY RELEVANT SERVICES DOCUMENTATIONAND / OR ARCHITECTURAL REQUIREMENTS.

S25. ANY PROPOSED PENETRATIONS THROUGH STRUCTURAL STEEL MEMBERSARE TO BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TOFABRICATION OR INSTALLATION.

S26. THE ENGINEER WILL SUPPLY LOADS OR ADDITIONAL DESIGN AS REQUIRED.ALL COSTS & TIME IMPLICATIONS ASSOCIATED WITH THESE WORKS ARE TOBE ALLOWED FOR BY THE CONTRACTOR.

S27. HAND FLAME CUTTING WILL NOT BE PERMITTED FOR ANY PENETRATION.

FIRE PROTECTIONS28. FIRE PROTECTION REQUIREMENTS TO STEELWORK ARE TO BE AS PER FIRE

ENGINEERS DETAILS OR ARCHITECTURAL SPECIFICATIONS.

APPROVED METHODS OF SUSPENDING FROM PURLINS

T1. ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH SAATIMBER STRUCTURES CODE AS1720 AND SAA TIMBER FRAMINGCODE AS1684 AS APPLICABLE.

T2. ALL INTERNAL TIMBER SHALL BE STRESS GRADE F7UNSEASONED JOINT GRADE J4.

ALL EXTERNAL TIMBER SHALL BE SEASONED MINIMUM F17STRESS GRADE HARDWOOD OR TREATED PINE.

T3. TIMBER SIZES SHOWN ARE NOMINAL SAWN U.N.O.

T4. TIMBER TO BE FREE OF DEFECTS AT JOINTS.

TIMBER

S1.01

S2.01

S2.02

S3.01

S4.01

S5.01

S5.02

DRG. No.TITLE

DRAWING LIST

GENERAL NOTES

GROUND FLOOR PLAN

PAVEMENT PLAN & DETAILS

FIRST FLOOR PLAN

ELEVATIONS

SECTIONS & DETAILS - SHEET 1

SECTIONS & DETAILS - SHEET 2

SCREW PILE NOTES

SP10.

SP9.

SP8.

SP6.

SP3.

SP5.

SP4.

SP2.

SP1. STEEL SCREW PILES SHALL COMPLY WITH AS 2159 - PILING DESIGN ANDINSTALLATION.

THE SCREW PILES ARE TO BE DESIGNED FOR BOTH THE LOADS AS SHOWN ONTHE DRAWINGS, AND ANY LOADS DUE TO INSTALLATION.LOADS SHOWN ON DRAWINGS ARE WORKING LOADS UNO.

PILES SHALL BE TRIMMED TO A LEVEL ±25mm FROM THAT SHOWN ON THEDRAWINGS.

PERMISSIBLE POSITION DEVIATION FOR A PILE AT CUTOFF LEVEL SHALL BE±75mm IN PLAN POSITION FROM THAT SHOWN ON THE DRAWINGS AND WITHIN4% OF THE SPECIFIED INCLINATION FOR PILES RAKED UP TO 1 IN 5, AND 7% FORPILES RAKED MORE THAN 1 IN 5. THE PILE AND ITS CONNECTION TO THEFOOTING MUST BE DESIGNED FOR THESE CONSTRUCTION TOLERANCES ANDANY ECCENTRICITIES AS A RESULT. THE STRUCTURAL ENGINEER IS TO BENOTIFIED OF ANY SCREW PILES WHICH DO NOT SATISFY THE ABOVE CRITERIA,FOR ANY POSSIBLE FOOTING RECTIFICATION DESIGN. THE CONTRACTOR SHALLPAY FOR ANY COSTS FOR THIS REASSESSMENT, REDESIGN ANDCONSTRUCTION.

PILE SHAFTS ARE TO BE COMPLETELY FILLED WITH 40 MPa BLOCK CORE FILLINGGROUT AS PER REINFORCED BLOCKWORK NOTES, AS SOON AS PRACTICABLEAFTER INSTALLATION, IF FILLING IS DELAYED. THE TOP OF THE PILE IS TO BETEMPORARILY CAPPED UNTIL THE PILE IS FILLED.

CALCULATIONS AND PILE LOAD TEST RESULTS TO BE SUBMITTED TO THEGEOTECHNICAL ENGINEERS FOR APPROVAL PRIOR TO INSTALLING PILES. THISSHALL NOT RELIEVE THE PILING CONTRACTOR FOR ANY OBLIGATIONS. THEPILING CONTRACTOR SHALL REMAIN COMPLETELY LIABLE FOR THE PILEWORKS.

FOR LIMIT STATE GEOTECHNICAL STRENGTH REDUCTION FACTOR VALUE SHALLNOT EXCEED 0.40 UNLESS OTHERWISE STATED IN THE GEOTECHNICAL REPORT,WITHOUT LOAD TESTING AND PRIOR APPROVAL OF THE GEOTECHNICALENGINEERS.

TORQUE TO LOAD CORRELATIONS ARE NOT DEEMED SUITABLE FOR PILECAPACITY CALCULATIONS AND THE PILING CONTRACTOR MUST SUBMIT STATICANALYSIS OF THE PILE DESIGN TO PROVE CAPACITY. FOR ALL RELEVANT LOADCASES STATIC LOAD TESTS SHALL BE UNDERTAKEN. THE GEOTECHNICALREDUCTION FACTOR IN LIMIT STATE DESIGN BEING APPLIED TO THE MAXIMUMTEST LOAD, IF THE TEST IS NOT TAKEN TO FAILURE - AS SPECIFIED BY THECODE. THE GEOTECHNICAL REDUCTION FACTOR WILL BE INCREASEDDEPENDING ON THE PERCENTAGE OF THE STATIC LOAD TESTS CONDUCTED ASSUGGESTED IN AS2159-2009

THE GEOTECHNICAL REPORT FOR THE SITE IS TO BE REFERRED TO FORGUIDANCE ON PILE DESIGN / FOUNDING DEPTH.

SP7. CORROSION ALLOWANCE FOR STEEL PILES TO APPLY TO ALL EXPOSED STEELSURFACES FOR A DESIGN LIFE OF 50 YEARS UNLESS STATED OTHERWISE. ANYSURFACE COATING APPLIED TO THE PILE SHALL BE IGNORED WHENCALCULATING CORROSION ALLOWANCE AS THE INTEGRITY OF THE COATINGCANNOT BE GUARANTEED DURING THE INSTALLATION PROCESS.

SP8. INSTALLATION TORQUES TO BE MONITORED TO RECONCILE EXPECTEDGEOTECHNICAL CONDITIONS AND THOSE ACTUALLY ENCOUNTERED DURINGINSTALLATION.

SP11. AT THE COMPLETION FOR THE PILE WORKS THE PILING CONTRACTOR IS TOISSUE A CERTIFICATION THAT THE PILES HAVE BEEN DESIGNED AND INSTALLEDTO CARRY THE LOADS AS DETAILED ON THE STRUCTURAL DRAWINGS AND FORTHE NOMINATED DESIGN LIFE. CERTIFICATION IS TO BE ISSUED BY A CERTIFIEDPRACTICING ENGINEER COMPETENT IN PILE DESIGN, APPROVED BY ACORPRIOR TO INSTALLATION OF THE PILES.

208032PAVEMENTS

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Client Architect Project Drawing Title

-1 0 1cm at full size 10cm

Issue Description Date Drawn Approved20cm

COPYRIGHT of this design and plan is the property of ACOR Consultants Pty Ltd, ACN 079 306 246 ATF The ACOR Unit Trust ABN 26 522 454 721, allrights reserved. It must not be used, modified, reproduced or copied wholly or in part without written permission from ACOR Consultants Pty Ltd.

C

This drawing has been assigned an electronic code that signifies the drawing has been checked and approved by:

KIDS CLUB ROSEBERY

823 - 825 BOTANY ROAD

KIDS CLUB ROSEBERY

SYDNEY, NSW 2000189 KENT STREET

CHILD CARE CENTRE

ROSEBERY, NSW 2018

PTY LTD

www.sbarchitects.com.auProject No.Designed

Drawn Date Scale Q.A. Check

Dwg. No.

Date

Issue

A1

NW150025ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS

ACOR Consultants Pty Ltd

NOT FOR CONSTRUCTION

Unit 10, Level 1, No.1 Maitland Place

Baulkham Hills NSW 2153

T +61 2 9634 6311

STRUCTURAL SERVICESGENERAL NOTES

M.J

A.H

MAR' 2015 NTS

S1.01 A

ISSUED FOR REVIEW 09.10.15 M.J A.HP1ISSUED FOR FINAL REVIEW 23.10.15 M.J A.HP2ISSUED FOR APPROVAL 06.11.15 M.J A.HA

1

2

3

A B C D E F G

GROUND FLOOR PLANSCALE 1:100

200

CC2

CC2 CC2

CC2

CC1

CC1CC1 CC1

CC1

CC1

CC1

CC3

CC3

ECSF1

SF1

SF1

SF1

SF1

SF1

SF2

SF1

DENOTES NEW 190 BLOCK WALL, N16 - 400 EW, CENTRAL

DENOTES BRICK WALL

DENOTES EXISTING PRECAST WALL

EC

EC

EC

EC

EC

EC

EC

CC1PF1

SF1

PF1

PF1PF1

PF1PF1

CC1CC1

CC1CC1

SAWCUT PRECASTPANEL TO CREATENEW OPENING. REFERS4.01 FOR DETAIL

SF1

SC1

SIGN BOARD,REFER TODWG S4.01FOR FRAMINGELEVATION

SAWCUT PRECASTPANEL TO CREATENEW OPENING. REFERS4.01 FOR DETAIL

SAWCUT PRECASTPANEL TO CREATENEW OPENING.REFER S4.01 FORDETAIL

SF1

ECECECEC

EC

ECECSP3

SP1

SP4

SP1

SP4

SP4

SP2

SP2SP2

SP2SP2

SP1

SP1

SP1

SP1

SP1SP1

SP1SP1

SP1SP1

SP1SP1

SP4SP4

SP4

SP2SP2

SP3

SP2SP2

SP2

SP1

SP3SP5

SP3

PF3SP3

PF2

SP5

SP5

PF2

SP1

SP1

PF2

SP1

SP1

SP1

SP3

SP3

SP1

SP3

SP3

SP3

2S5.02

SF3

SF3

SF3

SC2SC2

SC2SC2

SC2

SC2SC2

SB4

SB4

EXISTING PRECASTWALL TO BEDEMOLISHED

SP3

SP31

S5.02

S.J

110

S.J

300w x 250dTHICKENING3L11TM BTM.

S.J

SC1 FIX MET 5.7 TIESAT 600 CTS TOPRECAST WALL

LOCATION OF ALL SCREW PILESTO BE CONFIRMED ONSITE DUETO SRZ AS PER DA CONDITIONS

ALL SLABS ON GROUND ARE TO BE MIN 110mm THICK U.N.O.ALL SLABS ON GROUND ARE TO BE POURED ONTO A 300um WATERPROOF MEMBRANEOVERLAYING AN 80mm LAYER OF 20mm SINGLE SIZED FREEDRAINING COMPACTED GRANULAR MATERIALSLAB TO BE REINFORCED WITH SL72 TOP.ANY ADDITIONAL REINFORCEMENT IS SHOWN ON PLAN AND SECTIONS.

110

ALL FALLS AND SETDOWNS ARE TO ARCHITECTS DETAILS U.N.O. - TYPICAL

DENOTES SLAB TO BE MIN 200mm THICK.REINFORCEMENT IS SHOWN ON SECTIONS.

200

SC1

SC1

SF1

3S5.02

STEP TO LIFTMANUFACTURER'SDETAILS

EXISTING FOOTING DEPTHTO BE CONFIRMEDONSITE BY BUILDER

EXISTING FOOTING TOBE CONFIRMED BYBUILDER PRIOR TOINSTALLATION

REFER TO S5.01 FOR TYPICAL TRENCH REINSTATEMENT DETAILS

REFER TO HYDRAULIC DRAWINGS FOR REQUIRED TRENCHING IN EXISTING SLAB.

S.J

S.J

E.J

S.J 7S5.02

SEW

ERC L

900 M

IN O

FFSE

T

ZONE

OF

INFL

UENC

E

ZONE

OF

INFL

UENC

E

900 M

IN O

FFSE

T

SP3

SP3SP3

SP3

SP3

SF1

SF1

8S5.03

SP2

110

DRILL & EPOXY 3N12 BARS INTO EXISTING FOOTING.BUILDER TO CONFIRM DETAILS OF EXISTINGFOOTING ONSITE.

BRICKWALLBUILT OFFEXISTINGSLAB

NOTE:ALL SCREW PIERS TO BE FOUNDED BELOW EXISTING ZONE OF INFLUENCE(USING A 2 HORIZ. : 1 VERT. RATIO).REFER TO SECTION 2 FOR DETAILS.

9S5.03

10S5.03

3-N16 TOP & BOTTOM N12-300 TIES3-N16 TOP & BOTTOM N12-300 TIES,LOCATED ABOVE GROUND IN SRZ

400 w x 450 dSF1SF2

REINFORCEMENT SIZEMARK

MEMBER SCHEDULE

400 w x 450 d

SF3 400 w x 450 d

PF2 700 w x 1400 L x 500 dPF3 700 w x 1200 L x 500 d

PF1 500 w x 1400 L x 500 d3-N12 TOP & BOTTOM R10-600 TIESN16-200 U BARS EACH WAY TOP & BTM.N16-200 U BARS EACH WAY TOP & BTM.BUILDER TO INSPECT EXISTING FOOTINGPRIOR TO INSTALLATION OF NEW; TOCONFIRM EXTENT OF PF3

CC1 800 x 200

CC3 600 x 200CC2 Ø400

8N16, R6-200 TIES5N20, R6-300 TIES6N16, R6-200 TIES

EC EXISTING COLUMNHW HEBEL WALL

--

NOTE:FOR STEEL MEMBER SCHEDULE REFER TO DWG S4.01

220SP1DEAD LOAD 'kN'MARK

SCREW PILE SCHEDULE

150

LOADS GIVEN ARE WORKING LOADS (kN)REFER TO SCREW PILE NOTES ON S1.01

LIVE LOAD 'kN'

SP2SP3SP4

120100

SP5 175

11050401075

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KIDS CLUB ROSEBERY


KIDS CLUB ROSEBERY


CHILD CARE CENTRE

ROSEBERY, NSW 2018

PTY LTD



Dwg. No.

Date

Issue

A1






T +61 2 9634 6311

STRUCTURAL SERVICESGROUND FLOOR PLAN

M.J

A.H

MAR' 2015 1:100

S2.01 B

ISSUED FOR REVIEW 09.10.15 M.J A.HP1ISSUED FOR FINAL REVIEW 23.10.15 M.J A.HP2ISSUED FOR APPROVAL 06.11.15 M.J A.HAISSUED FOR APPROVAL 18.11.15 M.J A.HB

D E F G

APPROX. LOCATION OFEXISTING UNDERGROUNDSTORAGE TANKS. FINALEXTENT OF NEW PAVEMENTTO BE CONFIRMED ON SITE.

PAVEMENT PLANSCALE 1:100

EP1

EP1

EP1

SJ1

EJ

EP1 EP1

EP1

EP1

EP1 EP1

EP1

EP1

EP1

EP1

EP1

EP1

EP1

EP1

EP1

EP1

NOTE:ALL PAVEMENTS U.N.O SHALL BE PAVEMENT TYPE 1.

3

2

1 REFER SEALANT 'A' DETAIL

DANLEY DOWELCRADLE (TYP)

DANLEY 10mm PLATE DOWEL HOTDIPPED GALVANISED AND SLEEVE @450 CENTRES

CUT SHIPMENT BARSAFTER PLACEMENT

SAWN CONTRACTION JOINT TYPE 1 (SJ1)

100mm DGB20 COMPACTED TO 98%M.M.D.D.

75 75

EXPANSION JOINT (EJ)

REFER SEALANT 'B' DETAILFOR SEALANT

75

10mm "ABELFLEX" WITHRIPOFF STRIP.

LINE OF WALL, FOOTING,COLUMN, ADJACENT SLABOR OTHER FORM OFBLOCKOUT STRUCTURE.

DESIGN FINISHED SURFACE LEVEL

SCALE 1:10

SCALE 1:10

REFERPAVEMENTTYPE FORDETAILS

REFERPAVEMENTTYPE FORDETAILS

PAVEMENT TYPE 1 - CARPARKSCALE 1:10

SUBGRADE COMPACTED TO 100%S.M.D.D. (CBR = 3.0% MIN)

DOWELS 16Ø x 400 LONG AT 450CENTRES. DRILL AND EPOXY GROUT 200INTO EXISTING SLAB.

REFER SEALANT 'B' DETAIL FOR SEALANT.

EXISTING SLAB

50x10mm "ABELFLEX" WITH RIPOFF STRIP.

75

REFER PAVEMENTTYPE FORDETAILS

EXISTING PAVEMENT JOINT TYPE 1 (EP1)SCALE 1:10

200 DANLEY DOWELMASTER SLEEVE

SL92 MESH

160

SCALE 1:1

SNUG FITTED CLOSED CELLEXPANDED POLYETHYLENEFOAM BACKING ROD

TYPICAL JOINT SEALANTDETAIL 'A'

1.75

12

24

D/3

10

DOW-CORNING 888' OREMERSEAL ROAD SEALSILICONE SEALANT TO BESTRICTLY IN ACCORDANCEWITH MANUFACTURERSINSTRUCTIONS PREFERABLYINSTALLED BY A SPECIALIST.

EARLY AGE SAWCUT.SAWCUT TO BE UNDERTAKEN ASSOON AS CONCRETE HASHARDENED AND WON'T BE DAMAGEDBY WEIGHT OF SAWCUT MACHINE.

REFER SPECIFICATION FOR SEALANT TYPES WHICH SHALLBE SUPPLIED AND INSTALLED STRICTLY IN ACCORDANCEWITH MANUFACTURERS INSTRUCTIONS.

SCALE 1:1REFER SPECIFICATION FOR SEALANT TYPES WHICH SHALLBE SUPPLIED AND INSTALLED STRICTLY IN ACCORDANCEWITH MANUFACTURERS INSTRUCTIONS.

BOND BREAKINGSTRIP

EXPANDING FILLERBOARD

4

16

12

TYPICAL JOINT SEALANTDETAIL 'B'

DOW-CORNING 888' OREMERSEAL ROAD SEALSILICONE SEALANT TO BESTRICTLY IN ACCORDANCEWITH MANUFACTURERSINSTRUCTIONS PREFERABLYINSTALLED BY A SPECIALIST.

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KIDS CLUB ROSEBERY


KIDS CLUB ROSEBERY


CHILD CARE CENTRE

ROSEBERY, NSW 2018

PTY LTD



Dwg. No.

Date

Issue

A1






T +61 2 9634 6311

STRUCTURAL SERVICESPAVEMENT PLAN & DETAILS

M.J

A.H

OCT' 2015 1:100

S2.02 A

ISSUED FOR FINAL REVIEW 23.10.15 M.J A.HP2ISSUED FOR APPROVAL 06.11.15 M.J A.HA

1

2

3

A B C D E F G

EXISTING CONCRETEUPSTAND TO BEREMOVED. PROP SLABPRIOR TO REMOVAL

DRILL & EPOXYN16-200 TOEXISTING SLAB

1800

300

200 250

325

CC2(u)

CC2(u)

CC2(u)

CC2(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC1(u)

CC3(u)

CC3(u)

EC(u)

LIGHT WEIGHTMASONRY

LIGHT WEIGHTMASONRY

FIRST FLOOR PLANSCALE 1:100

DENOTES 140 THICK REINFORCED BLOCK WALL, N12-400 EW, CENTRAL

DENOTES BRICK WALL

DENOTES EXISTING WALL

DENOTES WALL / COLUMN UNDER

DENOTES CONCRETE EDGE BEAM 400w x 450d

DROP PANELS SHOWN TYPICALLY 3.0m x 3.0m x .325m DEEP

DENOTES 200 THICK CONCRETE SLABN12-200 TOP & BTM, EW

DENOTES 250 THICK CONCRETE SLABN12-200 TOP, EWN16-200 BTM, EW

DENTOES 300 THICK CONCRETE SLABREFER TO SECTIONS FOR DETAILS

ALL TOP BARS LAPPED MIDSPAN. ALL BOTTOM BARS LAPPED OVERSUPPORTS.

FALLS IN EXTERNAL SLAB TO ARCH. / HYDRAULIC ENGINEER'S DETAILS

200

EB1

EB1

EB1

EB1

EC(u)

EC(u)

EC(u)

EC(u)

EC(u)

EC(u)

EC

5S5.02

6S5.02SC1(u

)SC1(u

)

SB4

SB4

EC(u)EC(u)

EC(u)

EC(u)

EC(u)

7S5.02

D.J

N20-200 (EXTRA) TOP TYP.OVER DROP PANELS

250

300

BAR LAYINGSEQUENCE

LAID 1ST & 4TH

LAID

2ND

& 3R

D

100

200

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CHILD CARE CENTRE

ROSEBERY, NSW 2018

PTY LTD



Dwg. No.

Date

Issue

A1






T +61 2 9634 6311

STRUCTURAL SERVICESFIRST FLOOR PLAN

M.J

A.H

MAR' 2015 1:100

S3.01 A

SKETCH 08.09.15 M.J A.HSK1ISSUED FOR REVIEW 09.10.15 M.J A.HP1ISSUED FOR FINAL REVIEW 23.10.15 M.J A.HP2ISSUED FOR APPROVAL 06.11.15 M.J A.HA

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CHILD CARE CENTRE

ROSEBERY, NSW 2018

PTY LTD



Dwg. No.

Date

Issue

A1






T +61 2 9634 6311

STRUCTURAL SERVICESELEVATIONS

M.J

A.H

SEP' 2015 AS SHOWN

S4.01 A

ISSUED FOR REVIEW 09.10.15 M.J A.HP1ISSUED FOR FINAL REVIEW 23.10.15 M.J A.HP2ISSUED FOR APPROVAL 06.11.15 M.J A.HA

10 PLATE CLEAT2M16 CHEMSETANCHORS

230 PFC STAIRSTRINGER, TYP.

EXTERNAL STAIR DETAILSCALE = 1:10

ALL EXPOSED STEELWORK ANDCONNECTIONS ARE TO BE HOTDIPPED GALVANISED - TYPICAL

HANDRAILTO ARCHITECTSDETAIL

TO A

RCHI

TECT

SDE

TAIL

EXTERNAL STAIR TOP CONNECTION DETAILSCALE = 1:10

230 PFC STAIRSTRINGER BEYONDTYP.

HANDRAILTO ARCHITECTSDETAIL

230 PFC

6mm CHEQUERPLATE, TACK WELDTO STRINGERS, TYP.

10 BASE PLATE2M16 CHEMSETANCHORS, 20 NOM.NON SHRINK GROUT

SC1

10 PLATE2M16 4.6/s BOLTS

SF1

2/M16 CHEMSET,150 EMBEDMENT

TYPICAL DETAIL - CC2

400


200

600

REFER SCHEDULE FORVERTICAL BARS



200

800


STANDARD COG. COG BARS IFSLAB/BEAM DEPTH IS LESS THAN 30BAR DIA. + 100

ADD 3 EXTRA TIES AT 75 CENTRES

COLUMN JUNCTION (TOP)SCALE 1:20

REFER TO SLAB PLAN FORREINFORCEMENT DETAILS

SCABBLE AND CLEAN SURFACE

SCALE 1:20COLUMN JUNCTION (BTM)

2 SETS OF R10 TIES FORSUPPORT OF STARTER BARS.

REFER TO PAD FOOTING DETAILSFOR REINFORCEMENT

STARTER BARS TO MATCH MAINCOLUMN BARS UNLESS NOTEDOTHERWISE

30 B

AR D

IA. L

AP.

HALF

TIE

SPA

CING

FOR

LENG

THOF

SPL

ICE SCABBLE AND CLEAN SURFACE

REFER TOPAD FOOTINGSCHEDULEFOR DETAILS

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CHILD CARE CENTRE

ROSEBERY, NSW 2018

PTY LTD



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Issue

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T +61 2 9634 6311

STRUCTURAL SERVICESSECTIONS & DETAILSSHEET 1

M.J

A.H

MAR' 2015 AS SHOWN

S5.01 A

SKETCH 08.09.15 M.J A.HSK1ISSUED FOR REVIEW 09.10.15 M.J A.HP1ISSUED FOR FINAL REVIEW 23.10.15 M.J A.HP2ISSUED FOR APPROVAL 06.11.15 M.J A.HA

EXISTINGCONCRETESLAB

300

200

CC2

EXISTINGCONCRETECOLUMN

SECTIONSCALE = 1:20

4S3.01

GRID GRIDEXISTINGCONCRETEUPSTAND TO BEREMOVED

9N16 BARS BTM,LAP OVERSUPPORTS

600

9N16 BARS TOP,LAP MIDSPAN

N12-300 U-BARS

SCREW PILETYP.

N16 - 400 STARTERBARS, TYP.

N16-200 'Z' BARS,CENTRAL TYP.

SECTIONSCALE = 1:20

1S2.01

N12-200 TOP& BTM EW

N12-600 DRILL &EPOXY 120 INTOEXISTING

N12-300 HORIZ. BARS. PROVIDE450 x 450 L-BARS AT CORNER 150

SECTIONSCALE = 1:20

2S2.01

PF1

CC1REFER DWG S2.02FOR PAVEMENTDETAILS

SL72 MESH TYP.

EP1EP1

N16 L BARS PLACEDIN SCREW PILE TYP.

250

GRID

100450

200

50

EXISTINGGROUNDFLOOR SLAB

I.J

LOCALLY SAWCUTAND SCABBLEEXISTING PAVEMENTFOR NEW FOOTPATH

SECTIONSCALE = 1:20

7S2.01

75 MIN 75 MIN

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ROSEBERY, NSW 2018

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T +61 2 9634 6311


M.J

A.H

MAR' 2015 1:20

S5.02 B

ISSUED FOR REVIEW 09.10.15 M.J A.HP1ISSUED FOR FINAL REVIEW 23.10.15 M.J A.HP2ISSUED FOR APPROVAL 06.11.15 M.J A.HAISSUED FOR APPROVAL 18.11.15 M.J A.HB

SECTIONSCALE = 1:20

8S2.01

SF1

N12-600 DRILL &EPOXY 120INTO EXISTING

SL72 MESH TYP.

12

900MIN. OFFSET

EXISTINGSEWER PIPE

ALL SCREW PILES TO BEFOUNDED BELOW ZONE OFINFLUENCE AS SHOWN.

4300

EXISTINGPAVEMENT

1970

SF1

210

SCREW PILE SCREW PILE

3N12 BARS TOP

3N12 U BARS BOTTOM EXTRA

MIN50

MIN50

12

EXISTINGSEWER PIPE

SECTIONSCALE = 1:20

9S2.01

ALL SCREW PILES TO BEFOUNDED BELOW ZONE OFINFLUENCE

1000

1230

4330

SF1

SCREW PILE SCREW PILE

3N12 BARS TOP

3N12 U BARS BOTTOM EXTRA

MIN50

MIN50

12

EXISTINGSEWER PIPE

SECTIONSCALE = 1:20

10S2.01

ALL SCREW PILES TO BEFOUNDED BELOW ZONE OFINFLUENCE

900

950

4370

P:\N

W15

\NW

1500

25\D

rawi

ngs\S

TR\D

rawi

ngs\N

W15

0025

_S5.0

3.dwg

Nov 1

8, 20

15 -

12:57

pm

North





C


KIDS CLUB ROSEBERY


KIDS CLUB ROSEBERY


CHILD CARE CENTRE

ROSEBERY, NSW 2018

PTY LTD



Dwg. No.

Date

Issue

A1






T +61 2 9634 6311


M.J

A.H

NOV' 2015 1:20

S5.03 A

ISSUED FOR APPROVAL 18.11.15 M.J A.HA

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