TRANSFER OF DOCUMENTS - cambridge.wa.gov.au

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Authorised: EP EP

wga192027-tr-st-0001.docx

TRANSFER OF DOCUMENTS

CLIENT HOLTON CONNOR ARCHITECTS PROJECT NAME ALDERBURY RESERVE

PROJECT NO. WGA192027

DAY 17 20

MONTH 11 11

YEAR 20 20

DISTRIBUTION COPIES

TERRY HOLTON PDF PDF

DRAWING No. TITLE REVISION

WGA192027-DR-ST-0001

3D VIEW AND DRAWING LIST 0

WGA192027-DR-ST-0002

NOTES – SHEET 1 0

WGA192027-DR-ST-0003

NOTES – SHEET 2 0

WGA192027-DR-ST-0004

FOOTING LAYOUT PLAN A 0

WGA192027-DR-ST-0005

ROOF FRAMING PLAN A 0

WGA192027-DR-ST-0006

SECTIONS – STEELWORK – SHEET 1

A 0

WGA192027-DR-ST-0007

DETAILS – FOOTINGS – SHEET 1 0

WGA192027-DR-ST-0008

DETAILS – MASONRY – SHEET 1 0

WGA192027-DR-ST-0009

DETAILS – STEEL – SHEET 1 0

WGA192027-DR-ST-0010

DETAILS – STEEL – SHEET 2 0

Level 1, 66 Kings Park Road, West PerthWestern Australia 6005

Telephone 08 9336 6528Email [email protected]

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A1 Sheet No.Job Number Rev.

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WGA192027-DR-ST-0001SPEP

3D VIEW AND DRAWING LIST

FLOREAT, TOWN OF CAMBRIDGE

ALDERBURY SPORTS PAVILION

DRAWING LISTSHEET NUMBER SHEET NAME

ST-0001 3D VIEW AND DRAWING LISTST-0002 NOTES - SHEET 1ST-0003 NOTES - SHEET 2ST-0004 FOOTING LAYOUT PLANST-0005 ROOF FRAMING PLANST-0006 SECTIONS - STEELWORK - SHEET 1ST-0007 DETAILS - FOOTINGS - SHEET 1ST-0008 DETAILS - MASONRY - SHEET 1ST-0009 DETAILS - STEEL - SHEET 1ST-0010 DETAILS - STEEL - SHEET 2

ALDERBURY SPORTS PAVILIONHOLTON CONNOR ARCHITECTSFLOREAT, TOWN OF CAMBRIDGE

N.T.S.3D - VIEW

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0 20.11.20 ISSUED FOR TENDER SP EP25.11.20 ISSUED FOR TENDER SP EP

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20 TO SUIT 20

'X'

6 FILLET WELDCONTINOUSBOTH SIDES.

12 THK. FLAT.

10 THK. FLAT.

(TO BE 310 FOR LINTELS MARKED 'x')

150 (MIN.) BEARING EACH SIDE OFOPENING OR 8 THK. CLEAT PLATE,2M16 8.8/S BOLTS TO COLUMN.

LINTEL FIXING

MARK

L4

L5

L3L2

L1

CLEAR SPAN

3500 - 4500

4500 - 5500

2500 - 35001000 - 2500

UP TO 1000

DIM 'X'

200

250

150100

75

NOTES:EXTERNAL LINTELS NOT CONNECTED TO STEELWORK HAVE NOT BEEN SHOWN FOR CLARITY.LINTELS TO BE SIZED IN ACCORDANCE WITH THE ABOVE TABLE. REFER TO ARCHITECTURALDRAWINGS FOR CLEAR SPAN DIMENSIONS. ALL LINTELS TO BE CENTRAL TO WALL WITH MIN.20mm THK. MORTAR COVER TO TOE OF LINTEL.

10 GAP± 2

4 GAP

10 THK. CLEAT PLATES,2M16 BOLTS, TYPICAL.

2mm GAP TOCOLUMN FACE, TYPICAL.

TYPICAL LINTELS CONNECTION DETAILSCALE 1:10



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NOTES - SHEET 1



G12 CONSTRUCTION SHALL NOT COMMENCE UNTIL BUILDING APPROVAL HAS BEEN RECEIVED FROM THERELEVANT AUTHORITIES.

G11 ELECTRONIC COPIES OF DRAWINGS SHALL BE USED STRICTLY AT THE RECIPIENT'S RISK. THE ENGINEERINGDRAWINGS SHOW STRUCTURAL AND CIVIL INTENT ONLY. DIMENSION AND SETOUT SHALL BE STRICTLY INACCORDANCE WITH THE ARCHITECTURAL DOCUMENTS.

G10 ALL PROPRIETARY PRODUCTS SHALL BE INSTALLED STRICTLY IN ACCORDANCE WITH THE MANUFACTURER'SRECOMMENDATIONS AND WHERE REQUIRED STRUCTURAL CERTIFICATION SHALL BE PROVIDED BY THEBUILDER PRIOR TO INSTALLATION.

G9 REFER TO ARCHITECTURAL DRAWINGS FOR ALL ADDITIONAL PLATES, ANGLES, ETC. REQUIRED ONSTRUCTURAL STEELWORK FOR FIXINGS TO INTERNAL PARTITIONS, BLOCKING, WINDOW FRAMES, FLASHING,CAPPING, ETC.

G8 REFER TO THE ARCHITECTURAL DRAWINGS FOR BRICK AND BLOCK WALL THICKNESSES, FALLS IN SLABS,EXTRA PACKING, WATERPROOFING MEMBRANES, CONTRACTION JOINT FILLING MATERIALS AND ALL OTHERARCHITECTURAL FEATURES SUCH AS DRIP GROOVES, POUR BREAKS IN OFF-FORM CONCRETE, FILLETS, ETC.WHERE NOT NOTED ON THESE DRAWINGS.

G7 WHERE EXCAVATION WORK IS TO BE CARRIED OUT ADJACENT TO EXISTING FOOTINGS, THE EXACT LEVEL OFTHE UNDERSIDE OF THE FOOTINGS SHALL BE OBTAINED BY TEST PITS PRIOR TO EXCAVATION AND REPORTEDTO THE ENGINEER TO DETERMINE WHETHER UNDERPINNING OR SHORING OF THE STRUCTURE IS REQUIRED.THE EXISTING STRUCTURE SHALL BE MAINTAINED IN A STABLE AND UNDAMAGED CONDITION.

G6 SUBSTITUTIONS SHALL BE APPROVED BY THE SUPERINTENDENT IN WRITING PRIOR TO USE.

G5 THE CONTRACTOR SHALL GIVE THE ENGINEER MINIMUM NOTICE OF 2 WORKING DAYS FOR:• FOOTING REINFORCEMENT INSPECTIONS PRIOR TO PLACEMENT OF CONCRETE.• SLAB REINFORCEMENT INSPECTIONS PRIOR TO PLACEMENT OF CONCRETE.• INSPECTION OF STRUCTURAL STEEL.

G4 STRUCTURAL DESIGN CRITERIA SHALL BE IN ACCORDANCE WITH TABLE G1

G3 THESE DRAWINGS SHALL NOT BE SCALED. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE(U.N.O.).

G2 THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE STRUCTURE IN A STABLE CONDITION ANDENSURING NO PART SHALL BE OVER STRESSED DURING CONSTRUCTION ACTIVITIES. THE CONTRACTORSHALL BE RESPONSIBLE FOR AND OBTAIN THE SERVICES OF AN INDEPENDENT ENGINEER, AS NECESSARY,FOR THE PREPARATION AND EXECUTION OF A COMPREHENSIVE SAFE ERECTION PROCEDURE, THAT WILL ATALL TIMES ENSURE THE STABILITY OF THE WORKS, SAFETY OF ALL PERSONNEL AND PROTECTION OFSURROUNDING PROPERTY INCLUDING THE DESIGN, CERTIFICATION AND PROVISION OF ALL NECESSARYTEMPORARY BRACING AND SUPPORT.

G1 THESE DRAWINGS MUST BE READ IN CONJUNCTION WITH ALL CONSULTANT DRAWINGS, THE SPECIFICATIONAND WITH SUCH OTHER WRITTEN INSTRUCTIONS ISSUED DURING THE COURSE OF THE CONTRACT.

GENERAL NOTES

- EARTHQUAKE DESIGN CATEGORY: = II- PROBABILITY FACTOR (kp): = 1.0- HAZARD FACTOR (Z): = 0.09- SITE SUB-SOIL CLASS: = CeEARTHQUAKE LOADS:- TOPOGRAPHIC MULTIPLIER (Mt): = 1.0- SHIELDING MULTIPLIER (Ms): = 1.0- TERRAIN/HEIGHT MULTIPLIER (Mz CAT): = 0.87- DIRECTIONAL MULTIPLIER (Md): = 1.0- REGIONAL GUST WIND SPEED (Vr(1000)): = 45 m/s- TERRAIN CATEGORY: = 2.5WIND LOADS:- ROOF: = 0.25 kPaIMPOSED LOADS:

= 1:500 (EARTHQUAKE)- ANNUAL PROBABILITY OF EXCEEDANCE: = 1:500 (WIND)- IMPORTANCE LEVEL: = 2GENERAL:DESIGN CRITERIA - (TABLE G1)

SID1 AS REQUIRED UNDER THE LOCAL HEALTH AND SAFETY ACT WGA HAS UNDERTAKEN A SAFETY IN DESIGN (SID)ASSESSMENT FOR THIS PROJECT. AS DESIGNERS WE ARE TO PROVIDE WRITTEN COMMUNICATION TO OURCLIENT THAT SPECIFIES THE HAZARDS OF OUR DESIGN. TO THE BEST OF WGA'S KNOWLEDGE, ALL HAZARDSAND RISKS ARE DUE TO NORMAL CONSTRUCTION, MAINTENANCE AND OPERATION ACTIVITIES AS COVERED BYAUSTRALIAN CODES AND STANDARDS, LOCAL CODES AND GUIDELINES, ETC.

SAFETY IN DESIGN (SID)C24 CHASES AND PENETRATIONS, OTHER THAN THOSE SHOWN ON THE STRUCTURAL

DRAWINGS, SHALL NOT BE MADE IN CONCRETE MEMBERS UNLESS APPROVED BYWGA.

C23 ALL CONCRETE SHALL BE MECHANICALLY VIBRATED.

C22 ALL CONSTRUCTION POUR JOINTS TO BE SCABBLED AND CLEANED UNLESS NOTED OTHERWISE.

C21 TYPICAL REINFORCEMENT NOTATION: 23/N24-200 BF23 - DENOTES NUMBER OF BARS REQUIREDN - DENOTES GRADE OF REINFORCEMENT24 - DENOTES BAR DIAMETER IN MILLIMETRES200 - DENOTES BAR SPACING IN MILLIMETRESBF - ABBREVIATION (REFER TABLE C6. FOR TYPICAL ABBREVIATIONS)

C20 THE MINIMUM CLEAR SPACING BETWEEN CONDUITS, CABLES, PIPES AND BARS SHALL BE AS REQUIRED BYAS3600 BUT NOT LESS THAN THREE DIAMETERS U.N.O.

C19 REINFORCEMENT SPLICES SHALL NOT BE MADE IN POSITIONS OTHER THAN THOSE SHOWN ON THESTRUCTURAL DRAWINGS WITHOUT THE PRIOR APPROVAL OF WGA.

C18 CONSTRUCTION JOINTS, WHERE NOT SHOWN ON THE DRAWINGS, SHALL BE LOCATED TO THE APPROVAL OFWGA.

C17 FORMS SHALL BE CHAMFERED FOR RE-ENTRANT ANGLES AND FILLETED FOR CORNERS. WHERE THESE WILL BEEXPOSED TO VIEW IN THE COMPLETED PROJECT THE FACE OF THE BEVEL IN EACH CASE SHALL BE 20mm WIDEU.N.O. REFER ARCHITECT.

C16 SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF ANY APPLIED FINISHES.

C15 IF PLACING IN SEVERE WEATHER FOR LARGE FLAT AREAS OF CONCRETE, EXCEEDING 15m² IN AREA, WHEN:●THE AIR TEMPERATURE > 20˚ AND THE FORECAST WIND SPEED > 40km/hr OR●THE AIR TEMPERATURE > 25˚ AND THE FORECAST WIND SPEED > 25km/hr OR●THE AIR TEMPERATURE > 30˚ AND THE FORECAST WIND SPEED > 15km/hrPROVIDE A WORK METHOD STATEMENT FOR APPROVAL WHICH INCLUDES THE PREDICTED EVAPORATION RATE(IN ACCORDANCE WITH THE CEMENT, CONCRETE AND AGGREGATES AUSTRALIA 'DATASHEET FOR HOTWEATHER CONCRETING') AND METHODOLOGY FOR LIMITING THE EVAPORATION RATE. STATEMENT TO BEPROVIDED TO WGA A MINIMUM OF 14 DAYS BEFORE FIRST CONCRETE POUR. POURING WILL NOT BE PERMITTEDWHERE THE PREDICTED EVAPORATION RATE IS GREATER THAN 1.0kg/m²/hr.

C14 REINFORCEMENT GRADE SHALL BE AS PER TABLE C5.

C13 TEMPLATES SHALL BE USED FOR STARTER BARS TO COLUMNS AND H.D. BOLTS. ALL TEMPLATES TO BESECURED TO FORMWORK.

C12 ALL BAR CRANKS TO BE NO GREATER THAN 1 in 6 U.N.O.C11 MINIMUM LAPS FOR REINFORCEMENT SHALL BE AS PER TABLE C4.

C10 ALL CONCRETE SHALL BE CURED FOR A MINIMUM OF 7 DAYS AFTER POURING BY COVERING WITH A PVCMEMBRANE WEIGHED DOWN TO PREVENT AIR FLOW BENEATH IT. IF CURING COMPOUNDS ARE TO BE USED THECONTRACTOR IS TO SUBMIT DETAILS FOR WGA'S APPROVAL PRIOR TO USE.

C9 ALL CONCRETE IN CONTACT WITH GROUND SHALL BE POURED ON A 0.2mm DAMP PROOF MEMBRANE U.N.O.

C8 WGA SHALL BE GIVEN MINIMUM NOTICE OF 2 WORKING DAYS PRIOR TO ALL REQUIRED INSPECTIONS.

C7 ALL REINFORCEMENT IN SLABS AND BEAMS SHALL BE SUPPORTED ON INERT CHAIRS TO GIVE THE REQUIREDCOVER. SPACING OF THE CHAIRS TO SLAB REINFORCEMENT SHALL NOT EXCEED 800mm IN EACH DIRECTION.

C6 SCHEDULE OF CONCRETE PROPERTIES TO BE USED FOR THE PARTICULAR SECTION OF WORK SHALL BE AS PERTABLE C3 UNLESS OTHERWISE INSTRUCTED BY WGA.MIX DESIGNS SHALL BE SUBMITTED BY THE SUB-CONTRACTOR TO WGA FOR INSPECTION 28 DAYS PRIOR TOPOUR.

C5 REQUIRED SURFACE FINISH AND CLASS OF FORMWORK FOR CONCRETE SHALL CONFORM WITH TABLE C2UNLESS OTHERWISE INSTRUCTED BY WGA OR THE ARCHITECT.

C4 CLEAR CONCRETE COVER TO REINFORCEMENT FOR CONCRETE ELEMENTS SHALL BE AS PER TABLE C1.

C3 THE BUILDER SHALL COORDINATE WITH ALL TRADES TO ENSURE THAT PROVISION IS MADE FOR ALLNECESSARY REBATES OR OPENINGS IN CONCRETE AND CASTING IN OF CONDUITS, WHETHER OR NOTSPECIFICALLY DETAILED ON THE DRAWINGS.

C2 ALL FORMWORK SHALL CONFORM WITH AUSTRALIAN STANDARD AS3610. FORMWORK SHALL BE STRIPPED INACCORDANCE WITH AS3600.

C1 ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS3600, THE SPECIFICATION AND THEDRAWINGS.

CONCRETE NOTES

PAD AND STRIP FOOTINGS 50 65 50

SLAB EXTERNAL 40 - -SLAB INTERNAL 30 - -LOCATION TOP BOTTOM SIDECOVER (mm) - (TABLE C1)

FOOTING SIDE FACE OFF-FORM 2FLOOR SLABS BOTTOM FACE - -

FLOOR SLABS TOP FACEWOOD FLOAT FOR TILED AREAS

STEEL FLOAT FOR VINYL AND CARPETED AREAS(REFER ARCHITECT)

BROOM FINISH FOR EXPOSED AREAS-

LOCATION SURFACE TYPE OF FINISH CLASS OFFORMWORK

SURFACE FINISH - (TABLE C2)

LEAN MIX / BLINDING CONCRETE S10 10 200CAVITY FILL N20 10 100EXTERNAL SLAB ON GROUND N32 20 80±15INTERNAL SLAB ON GROUND N25 20 80±15FOOTINGS N25 20 80±15

LOCATION GRADE (MPa) MAX. AGGREGATE(mm) SLUMP

CONCRETE PROPERTIES - (TABLE C3)

FABRIC 2 CROSS WIRES + 25mmN32 2000mmN28 1700mmN24 1400mmN20 1100mmN16 800mmN12 600mm

BAR SIZE LAPBAR LAPS - (TABLE C4)

ALL REINFORCEMENT SHALL BE MANUFACTURED BY COMPANIES ACCREDITEDTO AS9001 WHICH HOLD A VALID CERTIFICATE OF APPROVAL ISSUED BY THEAUSTRALIAN CERTIFICATION AUTHORITY FOR REINFORCING AND STRUCTURALSTEELS (ACRS). EVIDENCE OF COMPLIANCE MUST BE SUBMITTED PRIOR TOCOMMENCEMENT ON SITE.

D500RLD500SL

SL_ RL_L_ TM_ 500 L COLD ROLLED RIBBED

WIRE

R500L_ W_ & L_ 500 L COLD - DRAWN ROUNDWIRE

D500L_ RW_ 500 L COLD ROLLED RIBBEDWIRE

D250N_ S_ 250 N HOT ROLLEDDEFORMED REBAR

R250N_ R_ 250 N HOT ROLLED PLAINROUND BARD

D500N_ N_ 500 N HOT ROLLEDDEFORMED REBAR

AS4671DESIGNATION WGA DESIGNATION YIELD STRENGTH DUCTILITY CLASS BAR DESCRIPTION

REINFORCEMENT - (TABLE C5)

TYP TYPICALCTS AT CENTRES (SPACING)MIN MINIMUMMAX MAXIMUM

VERT VERTICAL BARSHORIZ HORIZONTAL BARSSTAG BARS STAGGEREDALT BARS ALTERNATINGABR ALTERNATE BARS REVERSED

CENT BARS PLACED CENTRALLYTU, T2 TOP BARS / TOP BARS PLACED SECOND

T, TF, TT, T2 TOP MOST TOP BARS / TOP BARS PLACED FIRSTNSOP NOT SHOWN ON PLAN

FF BARS IN FAR FACENF BARS IN NEAR FACESF BARS IN SIDE FACEEF BARS IN EACH FACEEW EACH WAY

BU, B2 BOTTOM BARS / BOTTOM BARS PLACED SECOND

B, BF, BB, B1 BOTTOM MOST BOTTOM BARS / BOTTOM BARS PLACED FIRST

ABBREVIATIONS DENOTESREINFORCEMENT NOTATION - (TABLE C6)

SW16 DO NOT TRENCH OR EXCAVATE WITHIN A ZONE CLOSER THAN 45º MEASURED FROM THE BASE OFFOUNDATIONS.

SW15 EARTHWORK CONSTRUCTION SHALL COMPLY WITH GUIDELINES SETOUT IN AS3798 AND AS2870.

SW14 BACKFILL SHALL NOT BE PLACED AGAINST ABUTMENTS, WINGWALLS, PIERS OR RETAINING WALLS UNTIL ALLCAST IN PLACE CONCRETE HAS REACHED THE 28 DAY CHARACTERISTIC COMPRESSIVE STRENGTH AND IS ATLEAST 14 DAYS OLD.VIBRATING MACHINERY SHALL NOT BE USED WITHIN 6m OF RETAINING WALLS.

SW13 BACKFILL SHALL NOT BE PLACED AGAINST CONCRETE WHICH IS LESS THAN 48 HOURS OLD.

SW12 FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NO GREATER THAN 300mm LOOSE THICKNESS.

SW11 MATERIAL USED FOR BACKFILL SHALL BE CLEAN FREE DRAINING SAND IN ACCORDANCE WITH SPECIFICATIONAND GEOTECHNICAL ENGINEERS MINIMUM REQUIREMENTS OR SIMILAR APPROVED MATERIAL COMPACTED TO95% OF THE MAXIMUM MODIFIED DRY DENSITY (AS12895.2.1). FREQUENCY OF TESTING SHALL BE INACCORDANCE WITH AS3798.

SW10 REFER TO FOUNDATION NOTES FOR SUBGRADE COMPACTION AND TESTING. FREQUENCY OF TESTING SHALLBE IN ACCORDANCE WITH AS3798.

SW9 ALL SPACES EXCAVATED AND NOT OCCUPIED BY PERMANENT WORK SHALL BE BACKFILLED TO THE EXTENTSTATED IN THE DRAWINGS.

SW8 SURPLUS EXCAVATED MATERIAL SHALL BE REMOVED FROM THE SITE AND DISPOSED OF BY THECONTRACTOR.

SW7 WHERE SHOWN ON THE DRAWINGS, THE DEPTH OF EXCAVATION SHALL ALLOW FOR FOUNDATIONPREPARATION CONCRETE.ANY OVER EXCAVATION SHALL BE FILLED WITH N10 LEAN MIX CONCRETE.

SW6 EXCAVATION REQUIRED FOR THE PLACEMENT OF THE STRUCTURES SHALL INCLUDE THE REMOVAL OF ALLMATERIAL TO THE LENGTHS AND WIDTHS NECESSARY TO PERMIT THE ERECTION AND REMOVAL OFFORMWORK FOR FOOTINGS AND SUB STRUCTURES. ANY LIMITS TO EXCAVATION SHALL BE AS SHOWN ONTHE DRAWINGS.

SW5 THE CONTRACTOR SHALL STRIP ANY TOPSOIL PRESENT WITHIN THE AREA FOR SITE PREPARATION. THEDEPTH OF STRIPPING SHALL BE AT LEAST 100mm. UNLESS SPECIFIED OTHERWISE, THE TOPSOIL SHALL BEWINDROWED OR STOCKPILED PRIOR TO RESPREADING ON COMPLETED BATTER SLOPES.

SW4 GRUBBED HOLES (AND ANY AREA REQUIRING FILLING DUE TO THE REMOVAL OF A STRUCTURE) SHALL BEBACKFILLED IN ACCORDANCE WITH CLAUSE SW11.

SW3 ALL BOULDERS, STUMPS, ROOTS, REFUSE AND OBSTRUCTIONS SHALL BE REMOVED TO A DEPTH OF NOT LESSTHAN 300mm BELOW THE STRIPPED SURFACE.

SW2 CLEARING AND GRUBBING AND STRIPPING OF TOPSOIL SHALL NOT TAKE PLACE MORE THAN 28 DAYS PRIORTO EARTHWORKS COMMENCING. CLEARING AND GRUBBING SHALL CONSIST OF THE REMOVAL OF ALLVEGETATION, LOOSE MATERIAL, AND RUBBISH BUT EXCLUDES TOPSOIL STRIPPING.

SW1 SITE PREPARATION SHALL BE RESTRICTED TO THE MINIMUM AREA PRACTICABLE FOR CONSTRUCTION OF THEWORKS.

SITE WORK NOTES

F8 NO PIPES OR CONDUITS ARE TO RUN THROUGH OR BENEATH FOUNDATIONS. STEP FOUNDATIONS AROUNDPIPES AND CONDUITS AS REQUIRED.

F7 WE HAVE ASSUMED SITE SOILS TO BE SAND WITH NO REACTIVITY. CONTRACTOR TO CONFIRM SOIL TYPEDURING CONSTRUCTION.

F6 DO NOT USE COMPACTION METHODS THAT MAY DAMAGE EXISTING STRUCTURES. USE ONLY LIGHTCOMPACTION EQUIPMENT ADJACENT TO RETAINING WALLS. DO NOT PLACE BACKFILL AGAINST CONCRETETHAT IS LESS THAN 24 HOURS OLD.

F5 SUBMIT COMPACTION CERTIFICATES PREPARED BY AN APPROVED TESTING AUTHORITY ENGAGED AT THECONTRACTOR'S EXPENSE.

F4 RECOMPACT ALL SAND DISTURBED IN THE BASES OF FOOTING EXCAVATIONS

F3 IMPORTED FILL SHALL BE CLEAN, COHESIONLESS, FREE-DRAINING, NON-PLASTIC (PLASTICITY INDEX = 0)SAND, FREE FROM ORGANIC OR SILTY MATERIAL (LESS THAN 5% OF MATERIAL PASSING THE 0.075 MM SIEVE).MATERIAL EXCAVATED FROM THE SITE AND CONFIRMED AS MEETING THESE REQUIREMENTS WILL BEACCEPTABLE.

F2 THE SITE SHALL BE STRIPPED OF ALL TOPSOIL AND VEGETATION IN BUILDING AREAS. ENSURE THAT NOORGANIC MATERIAL, ROOTS, OR OTHER DELETERIOUS MATERIAL REMAINS WITHIN ONE METRE OF THEUNDERSIDE OF THE PROPOSED FOOTINGS OR SLAB.

F1 THE CONTRACTOR SHALL BE DEEMED TO HAVE READ THE GEOTECHNICAL REPORT AND THERECOMMENDATIONS REGARDING SIRE PREPARATION AND CONSTRUCTION CONSIDERATIONS WHICH SHALLBE READ IN CONJUNCTION WITH THESE NOTES.SUBGRADE SHALL BE PROOF COMPACTED TO A MINIMUM DRY DENSITY RATIO OF 95% RELATIVE TOSTANDARD MAXIMUM DRY DENSITY (SMDD) IN ACCORDANCE WITH AS 3798:2007. COMPACT TO AT LEAST 8BLOWS PER 300mm IN TOP 750mm UNDER SLABS AND FOOTINGS USING A PERTH SAND PENETROMETER,UNLESS CALIBRATION INDICATES A LOWER BLOW COUNT WILL ACHIEVE THE REQUIRED COMPACTION.

FOUNDATION NOTES

B9 TIE MASONRY TO ABUTTING STRUCTURE USING MASONRY WALL TIES AT 400 CENTRES MAX U.N.O.

B8 PROVIDE VERTICAL CONTROL JOINTS AT MAX 6m CENTRES, SIDES OF OPENINGS AND AT STEPS IN WALL ORFOOTING (U.N.O ON PLAN). REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS.

B7 MORTAR SHALL BE FRESHLY PREPARED TYPE M4 MORTAR AND SHALL CONFORM TO AS3700.

B6 CONCRETE BLOCKS SHALL HAVE A MINIMUM CHARACTERISTIC UNCONFINED COMPRESSIVE STRENGTH (f 'uc)OF 15 MPa.CLAY BRICKS SHALL HAVE A MINIMUM CHARACTERISTIC UNCONFINED COMPRESSIVE STRENGTH OF 15 MPa.ALL TO CONFORM TO AS/NZS4455.1.

B5 ALL CONCRETE BLOCK WALLS SHALL BE BUILT TO A GAUGE CONCRETE BLOCK SUCH THAT BLOCK PLAN ANDJOINT DIMENSIONS ARE MULTIPLES OF 100mm USING STRETCHER BOND U.N.O.

B4 NO HOLES OR CHASES SHALL BE CUT IN LOAD BEARING BRICKWORK OR BLOCKWORK WITHOUT THE PRIORAPPROVAL OF WGA.

B3 WHERE WALLS ARE NON-LOAD-BEARING AT EITHER HORIZONTAL OR VERTICAL FACES THEY SHALL BESEPARATED FROM THE SUSPENDED STRUCTURE ABOVE BY 20mm U.N.O.

B2 ALL LOAD BEARING BRICKS SHALL BE LAID FROGS UP EXCEPT FOR THE TOP COURSE, WHICH SHALL BE LAIDFROGS DOWN. WHEN SUPPORTING A CONCRETE SLAB OR BEAM BRICKWORK SHALL HAVE A LAYER OFMORTAR PLACED ON THE TOP AND TROWELLED SMOOTH, WITH (U.N.O.) 2 SHEETS OF 'MALTHOID' ORAPPROVED EQUIVALENT. THE TOP 2 COURSES OF BRICKS SHALL BE LAID WITH REINFORCEMENT IN THE BEDJOINTS.

B1 ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS3700, EXCEPT WHERE VARIED BY THECONTRACT DOCUMENTS.

BRICKWORK AND BLOCKWORK NOTES

FOR OPENINGS 1000 OR LESS, PROVIDE 75x10 FLAT BAR LINTEL2500 75x100x6 UA 100x6 EA 100x6 EA 100x8 EA 150x90x8 UA 150x90x8 UA2000 75x100x6 UA 100x6 EA 100x6 EA 100x8 EA 150x90x8 UA 150x90x8 UA 150x100x10 UA1500 75x100x6 UA 75x100x6 UA 100x6 EA 100x6 EA 150x90x8 UA 150x90x8 UA 150x100x10 UA1000 75x100x6 UA 75x100x6 UA 75x100x6 UA 100x6 EA 100x8 EA 100x8 EA 150x90x8 UA500 75x100x6 UA 75x100x6 UA 75x100x6 UA 75x100x6 UA 100x8 EA 100x8 EA 150x90x8 UA

HEIGH

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SCALE 1 : 10TYPICAL LINTELS OVER OPENINGS IN BRICKWORK (U.N.O.)

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NOTES - SHEET 2



WT10 ALL JOINTS TO BE CLEANED OF MORTAR AND DEBRIS PRIOR TO CLOSING OF CAVITY OR APPLICATION OFMASTIC SEALANTS.

WT9 ALL WALL TIES TO BE HOT DIP GALVANISED.WT8 COLGRIPS AND TUBE GRIPS SHALL BE SNUG TIGHT TO FLANGES IN BOTH DIRECTIONS.

WT7 TABLE WT1 APPLIES INDEPENDENTLY TO EACH LEAF OF MASONRY REGARDLESS OF SINGLE OR DOUBLELEAF.

WT6 WALL TIE AND MASONRY ANCHOR SPACINGS SHALL COMPLY WITH AS3700. IF SMALLER SPACINGS SHOWN INAS3700 THIS SHALL TAKE PRECEDENCE OVER TABLE WT1. REFER AS3700 FOR ADDITIONAL TIES REQUIRED ATEDGES OF THE WALL DISCONTINUITIES.

WT5 TABLE WT1 SHALL TAKE PRECEDENCE OVER THE SPECIFICATION IN THE CASE OF A DISCREPANCY.WT4 ALL WALL TIES TO HAVE DURABILITY CATEGORY R1 TO AS3700.

WT3 COURSE SPACINGS ASSUME MODULAR BRICK SIZE (290x90x90) OR STANDARD BRICK SIZE (230x110x76).WT2 WALL TIES SHALL BE IN ACCORDANCE WITH AS3700 AND AS2699.WT1 WALL TIES SHALL BE POSITIONED IN ACCORDANCE WITH AS3700.

WALL TIE AND MASONRY ANCHOR NOTES

MFA BRICK VENEER TIES(HEAVY DUTY) OR ABEYTREMOR FACE FIX TIES. *

MASONRY VENEER WALLS /FASCIA TRUSSES

600 CTS. MAX. PROVIDE ATEVERY COURSE WHERE STEPIN BRICK FACE OCCURS FOR 3COURSES. 300 CTS. MAX . TO

FASCIA TRUSSES TOP ANDBOT. CHORDS AND VERTICALS

(CONNECT TO WEB OFCHORDS, CONNECT TO SIDE

FACE OF VERTICALS).

'RAMSET' 8-18x12mm METALHEX HEAD SCREWS TO WEB

OF LIGHT GAUGE STEEL.'HILTI' X-EDN1 19P8 ANCHORS

TO HOT ROLLED STEEL.

MFA ANCHOR TIES (HEAVYDUTY) OR ABEY TREMORCAVITY TIE. *

DOUBLE MASONRY WALLS 600 CTS. MAX. BUILT-IN

MFA3/3 or MFA3/1 OR ABEY0610

CONTROL JOINTS 600 CTS. MAX. BUILT-IN

MFA4/M/B or MFA4/M/CB UNDER SLAB/ FASCIATRUSSES

600 CTS. MAX. HILTI X-EDN1 19P8 ANCHORS

MFA TUBE GRIP RHS TIE BEAMS 600 CTS. MAX. SNAP ON + 10mm RUN OF 3mmFILLET WELD EACH END COLD

GALV. PAINT ALL WELDS

MFA COLGRIP UC or UB COLUMNS 600 CTS. MAX. SNAP ON + 10mm RUN OF 3mmFILLET WELD EACH END

COLD GALV. PAINT ALL WELDS

WALL TIES & MASONRY ANCHOR SCHEDULE - (TABLE WT1)

S19 ALL PLATE WORK (EXAMPLE: CLEATS) TO BE GRADE 250 TO AS3678 OR THE SPECIFICATION U.N.O.

S18 ALL ROLLED STEELWORK SECTIONS SHALL BE GRADE 300 PLUS IN ACCORDANCE WITH AS3678/3679 - PART 1,OR IN SPECIFICATION U.N.O. ALL HOLLOW SECTIONS SHALL BE GRADE C350 IN ACCORDANCE WITH AS1163 ORTHE SPECIFICATION. ANY STEELWORK SOURCED FROM MILLS LOCATED OUTSIDE AUSTRALIA ARE TO BEPROVIDED WITH CERTIFICATES PROVING ABOVE REQUIREMENTS VERIFIED BY NATA REGISTEREDORGANISATIONS.

BOLTS NOT POSSESSING BOTH A MANUFACTURER'S TEST CERTIFICATE AND CERTIFICATE OF COMPLIANCEWITH AS/NZS 1252 WILL BE REJECTED.

ANY BOLTS NOT MEETING THE REQUIREMENTS OF AS/NZS 1252 WILL BE REJECTED.

THE CERTIFICATE OF COMPLIANCE MUST BE FULLY TRACEABLE TO INDIVIDUAL BATCHES OF BOLTS, ANDADDRESS CHEMICAL, MECHANICAL, AND DIMENSIONAL COMPLIANCE.

THE FABRICATOR SHALL PROVIDE WGA WITH BOTH A MANUFACTURER'S TEST CERTIFICATE PREPARED BY ANACCREDITED TESTING ORGANISATION IN THE COUNTRY OF MANUFACTURE, TOGETHER WITH A CERTIFICATEOF COMPLIANCE PREPARED BY AN INDEPENDENT NATA-ACCREDITED TESTING LABORATORY VERIFYINGCOMPLIANCE OF EACH BATCH OF BOLTS TO THE ABOVE AUSTRALIAN STANDARD.

S17 ALL PROPRIETARY CLASS 8.8 BOLTS, CLASS 8 NUTS, AND ASSOCIATED WASHERS SHALL COMPLY WITH AS/NZS1252.

S16 THE BUILDER SHALL SUBMIT COPIES OF ALL SHOP FABRICATION DRAWINGS TO WGA FOR APPROVAL.FABRICATION MAY NOT COMMENCE UNTIL WGA HAVE APPROVED THE SHOP DRAWINGS. WGA WILL REQUIRE AMINIMUM OF 7 WORKING DAYS TO REVIEW SHOP DRAWINGS U.N.O.

HIGH STRENGTH STRUCTURAL BOLTS SHALL BE VERIFIED TO AS1252. THE DOCUMENTATION REQUIRED BYTHE STANDARD, INCLUDING THE "SUPPLIER DECLARATION OF CONFORMITY" (SDOC) SHALL BE PROVIDED.

FULLY TENSIONED BOLTS TO BE COMPLETED BY PART-TURN METHOD OR USE SUITABLE LOAD INDICATINGWASHERS AS PER AS5131.

8.8/TF - HIGH STRENGTH STRUCTURAL BOLTS AS ABOVE, FULLY TENSIONED TO AS5131 IN A FRICTION TYPEJOINT AND U.N.O. WITH FACING SURFACES LEFT UNCOATED.

8.8/TB - HIGH STRENGTH STRUCTURAL BOLTS AS ABOVE, FULLY TENSIONED TO AS5131 IN A BEARING TYPEJOINT.

8.8/S - HIGH STRENGTH STRUCTURAL BOLTS, WITH BOLTS, NUTS AND HARDENED WASHERS TO AS1252, SNUGTIGHTENED TO AS5131.

4.6/S - COMMERCIAL BOLTS TO AS1111, SNUG TIGHTENED. CONDITION TO AS5131.BOLT TYPES:

S15 ALL BOLTS TO BE GRADE 8.8/S U.N.O.HOLDING DOWN BOLTS SHALL BE GRADE 4.6/S H.D. GALV. U.N.O.

S14 AFTER TIGHTENING, EXPOSED FACES OF NUTS, BOLTS AND WASHERS SHALL BE PREPARED AND COATED ASSPECIFIED FOR ADJACENT STEELWORK.

S13 ROOF CROSS BRACING SHALL BE HUNG AT 4m CENTRES MINIMUM FROM PURLINS TO PREVENT SAGGING.

S12 PROVIDE "C" SECTION TRIMMERS BETWEEN PURLINS OF EQUIVALENT SIZE TO ADJACENT SUPPORTINGPURLINS AS SUPPORT FOR ALL FLUES, AIR CONDITIONING OR SIMILAR ROOF SHEET PENETRATIONS NOTSHOWN ON STRUCTURAL DRAWINGS. DO NOT STOP / START MAIN PURLIN RUNS TO SUIT OPENING, IFREQUIRED CONSULT WGA. REFER MECHANICAL SERVICES AND ARCHITECTURAL DOCUMENTS FORPENETRATION LOCATIONS AND SIZES.

S11 PURLIN AND GIRTS LOCATIONS SHOWN ON STRUCTURAL DRAWINGS ARE INDICATIVE ONLY. REFER TOARCHITECTURAL DRAWINGS FOR EXACT SET OUT REQUIREMENTS.

S10 PROGRESSIVE SURVEY SHALL BE CONDUCTED TO PROVIDE EVIDENCE OF COMPLIANCE WITH SPECIFIEDCONSTRUCTION TOLERANCES.

S9 DO NOT PAINT STEELWORK INTERFACES WHERE TF (FRICTION TYPE) BOLTS ARE SPECIFIED.

S8 SURFACE PREPARATION AND PRIMING OF SURFACES SHALL CONFORM WITH TABLE S2.

S7 ALL HOLLOW SECTIONS TO BE FULLY SEALED, UNLESS NOTED OTHERWISE. PROVIDE BLOW HOLES TOGALVANISED HOLLOW SECTIONS.

S6 THE MINIMUM CONNECTION BETWEEN WELDED MEMBERS SHALL BE A 6mm CONTINUOUS FILLET WELD ALLAROUND (U.N.O).

S5 THE MINIMUM CONNECTION BETWEEN 2 STRUCTURAL MEMBERS SHALL BE 2-M20 8.8/S BOLTS AND THEMINIMUM CLEAT SHALL BE 12mm PLATE U.N.O. THE MINIMUM CONNECTION BETWEEN A STRUCTURAL MEMBERAND A COLD FORMED PURLIN OR GIRT SHALL BE MINIMUM 8 THICK PLATE & 2-M12 4.6/S BOLTS (MAXIMUMCLEAT LENGTH FROM TOP OF SUPPORT TO UNDERSIDE OF PURLIN/GIRT = 150mm) U.N.O.

S4 ALL WELDING SHALL CONFORM WITH THE REQUIREMENTS OF AS1554 AND AS5131. (REFER TABLE S1).

S3 ALL CONNECTIONS TO OPEN SECTIONS SHALL CONFORM WITH THE AUSTRALIAN STEEL INSTITUTECONNECTION SERIES UNLESS DETAILED OTHERWISE. ALL OTHER CONNECTIONS AND JOINTS SHALL BE ASDETAILED. WHERE NOT DETAILED, OBTAIN ADVICE FROM WGA.

S2 ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH DETAILS PROVIDED ON THE DRAWINGS UNLESSOTHERWISE DIRECTED BY WGA.

S1 ALL WORKMANSHIP AND MATERIALS INCLUDING THE SUPPLY, FABRICATION, TOLERANCES AND ERECTIONSHALL CONFORM WITH THE SPECIFICATION, AS4100, AS5131 AND OTHER RELEVANT CODES. ALL WORKS TOTHIS PROJECT SHALL BE UNDERTAKEN BY COMPETENT PERSONNEL. REFER TO AS5131 FOR REQUIREDQUALIFICATIONS OF COMPETENT PERSONNEL.

STEELWORK NOTES

SITE FILLET WELDS MINIMUM 6mm C.F.W E49XX CATEGORY SPU.N.O.

100% -VISUAL SCAN50% -VISUAL EXAMINATION10% -MAGNETIC PARTICLE TESTED

SITE BUTT WELDS FULL PENETRATION BUTT WELD (F.P.B.W.)TO AS1554 U.N.O.

100% -VISUAL EXAMINATION25% -ULTRASONICALLY AND MAGNETICPARTICLE TESTED

SHOP FILLET WELDS MINIMUM 6mm C.F.W. E49XX CATEGORY SPU.N.O.

100% -VISUAL SCAN25% -VISUAL EXAMINATION5% -MAGNETIC PARTICLE TESTED

SHOP BUTT WELDS FULL PENETRATION BUTT WELD (F.P.B.W.)TO AS1554 U.N.O.

100% -VISUAL SCAN50% -VISUAL EXAMINATION5% -ULTRASONICALLY AND MAGNETICPARTICLE TESTED

TYPE MINIMUM REQUIREMENTS TESTING REQUIREMENTSWELDING REQUIREMENTS - (TABLE S1)

ALL EXTERNAL EXPOSEDSTEELWORK

CHEMICAL HOT DIPPED GALV. REFER SPECIFICATION

ALL INTERNAL EXPOSEDSTEELWORK

GRIT BLAST TO CLASS 2.5 OF AS1627 INORGANIC ZINC SILICATE TO 75 MICRONSDFT. REFER SPECIFICATION

SITE WELDS POWER WIRE BRUSH 2 COATS OF DULUX ZINCANODE 202' ORAPPROVED EQUIVALENT

NUTS, BOLTS, WASHERS CHEMICAL HOT DIP GALVANISED

ALL CONCEALED STEELWORK GRIT BLAST TO CLASS 2.0 OF AS1627 ROZP TO 50 MICRONS DFT, REFERSPECIFICATION

TYPE SURFACE PREPARATION ANTI-CORROSION COATINGSURFACE PREPARATION REQUIREMENTS - (TABLE S2)

STEELWORK MEMBERS NOT CODED SHALL BE IZSDG DURAGAL (MANUFACTURER'S CORROSION PROTECTION)

ZINC ZINCALUME (MANUFACTURER'S CORROSION PROTECTION)IPC INTUMESCENT PAINT COATING TO ACHIEVE FIRE RATINGIZS INORGANIC ZINC SILICATE PRIMER

ROZP RED OXIDE ZINC PHOSPHATE PRIMERHDG HOT DIPPED GALVANISED

CODE: FINISHPAINT FINISHES AND PREPARATION AS PER SPECIFICATION AND NOTES SHEETSTEELWORK PAINT FINISHES NOTES

S31 ALL STRUCTURAL STEEL, ASSOCIATED COMPONENTS AND WELDING CONSUMABLES SHALL BEMANUFACTURED BY COMPANIES ACCREDITED TO AS9001 WHICH HOLD A VALID CERTIFICATE OF APPROVALISSUED BY THE AUSTRALIAN CERTIFICATION AUTHORITY FOR REINFORCING AND STRUCTURAL STEELS(ACRS). REFER http://www.acrs.net.au. EVIDENCE OF COMPLIANCE WITH THIS CLAUSE MUST BE SUBMITTEDPRIOR TO COMMENCEMENT ON SITE.

S30 WHERE STEEL ELEMENTS SHOWN ON THE STRUCTURAL OR ARCHITECTURAL DRAWINGS ARE REQUIRED TOBE CURVED, BENT OT ROLLED, THE FABRICATION CONTRACTOR SHALL BE RESPONSIBLE FOR THE METHODSTO ACHIEVE THE REQUIRED SHAPES WITHOUT LOCALISED DISTORTION OR COMPROMISING THE STRENGTHOF THE MEMBERS.

S29 THE STRUCTURAL STEELWORK ERECTOR SHALL BE RESPONSIBLE FOR TEMPORARY STABILITY DURINGERECTION. THE STRUCTURAL STEELWORK ERECTOR SHALL PROVIDE AND LEAVE IN PLACE UNTIL PERMANENTBRACING ELEMENTS ARE CONSTRUCTED, SUCH TEMPORARY BRACING AS IS NECESSARY TO SECURELYSTABILISE THE STRUCTURE DURING ERECTION.

S28 LIGHT GAUGE STEEL MEMBERS, COMPRISING PURLINS, GIRTS AND STRUCTURAL DECKING, SHALL CONFORMTO THE REQUIREMENTS OF AS5131.

S27 ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM TO THE REQUIREMENTS OFAS5131.

S26 ALL STEELWORK FABRICATION SHALL BE CARRIED OUT BY COMPANIES CERTIFIED IN ACCORDANCE WITH THENATIONAL STRUCTURAL STEELWORK COMPLIANCE SCHEME. (REFER http://www.acrs.net.au).

S25 WHERE SITE WELDING HAS TAKEN PLACE, APPLY 2 COATS OF TWO PACK ZINC RICH EPOXY PRIMER (DULUXZINC ANODE OR SIMILAR APPROVED).

S24 PROVIDE ALL CLEATS AND HOLES FOR FIXING NON-STRUCTURAL ELEMENTS TO STEELWORK WHETHERSHOWN ON THE STRUCTURAL DRAWINGS OR NOT. REFER ARCHITECTURAL DRAWINGS FOR ADDITIONALNON-STRUCTURAL STEELWORK.

S23 ALL 'C' AND 'Z' LIGHT GAUGE MEMBERS ARE TO BE LYSAGHT OR APPROVED EQUIVALENT.

S22 ALL MEMBERS REQUIRING A FIRE RATING WITH INTUMESCENT PAINT SHALL BE PRIMED IN ACCORDANCE WITHTHE INTUMESCENT PAINT SUPPLIER'S ADVICE, THE TOTAL COATING SYSTEM SHALL PROVIDE EQUIVALENTCORROSION PROTECTION TO 75 MICRONS OF IZS OVER CLASS 2.5 BLAST (U.N.O).

S21 ALL STEELWORK BELOW GROUND/PAVING LEVEL TO BE PROTECTED BY DENSO WRAP OR 3 COATS OFBITUMEN PAINT TO 50mm NOM ABOVE GROUND/PAVING LEVELS.

S20 OBTAIN WGA APPROVAL TO SUSPEND SERVICES AND/OR DRILL HOLES IN STEELWORK. GENERALLY,CEILINGS, A/C DUCTS AND PIPES NOT LARGER THAN 50MM DIA MAY BE SUSPENDED FROM PURLIN WEBS (NOTFLANGES). OTHER SERVICES AND LARGER PIPES ARE TO BE SUSPENDED FROM STEEL BEAMS OR TRUSSPANEL POINTS USING WELDED CLEATS OR SUITABLE PROPRIETARY CLAMPS.

STEELWORK NOTES (CONTINUED)

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1 2 3 4 5

B

C

D

F

C1 C1

A

C1 C1 C1 C1 C1C1

C1

C1

C2

C2

C2

C1

C1C1C1C1C1

C2

C2

C1

C2

C1

C1

C1

C1

C1 C1

C1

C1

C1E

C3 C3C3 C3 C3 C3C3

C3C3

C3 C3 C3 C3 C3 C3 C3 C3

C3

C3

C3

C3

C3

C3

6

7

C3C3

C3

C3

C3

C3

PF3 PF1 PF1

PF1 PF1 PF1 PF1 PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1PF1PF1PF1PF1PF1PF1PF1

PF1

PF1

PF1

PF1

PF3

PF3PF3

SF1

SF1

SF1 SF1

SF1

SF1

SF1

100mm SLAB ON GROUNDSL82 TOP

PF2

PF2

PF2

PF1

PF1

PF2

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

PF2

SCJ

SCJ

PROVIDE 2/N12 x 1200 LONGCRACK CONTROL BARS ATDOOR THRESHOLDS BOTH SIDES, TYPICAL

SF1REFER ST-0008 FOR TYPICALSTAIR ON GROUND DETAIL

REFER ST-0008 FOR TYPICALSTAIR ON GROUND DETAIL

RW1

RW1

RW1RW1

RW1

RW1

100mm SLAB ON GROUNDSL82 TOP

ET1

ET1

ET1

ET1

00

00

00

00

00

DOWEL N16-300 (700MM LONG) WITH HILTI HIT-RE 500AND 300MM EMBEDMENT CENTRALLY BETWEENINTERSECTING PF3 AND RW1.

LIMESTONE RETAINING WALL.REFER ARCHITECTURALDRRAWINGS FOR SIZE ANDLOCATION.



BIN ENCLOSURE TO BE PARTOF FENCING CONTRACT.

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LEGEND

DENOTES SETDOWN IN SLAB IN ACCORDANCE WITH THE ARCHITECT'S/DESIGNER'SDETAILS. MAINTAIN SLAB & FOOTING DEPTHS IN THESE LOCATIONS.

DENOTES EXTENT OF STRUCTURAL SLAB

CRACK CONTROL BARSDENOTES 2/N12 x 1200 LONG TIED TO UNDERSIDE OF TOP FACE SLAB MESH

C* - DENOTES COLUMN TYPE (REFER STEELWORK FRAMING PLANS & SCHEDULES)C*

DENOTES SOFF CUT JOINTSCJ

DENOTES SHOWER SETDOWN IN SLAB IN ACCORDANCE WITH THEARCHITECT'S/DESIGNER'S DETAILS. MAINTAIN SLAB & FOOTING DEPTHS IN THESELOCATIONS.



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FOOTING LAYOUT PLAN



SCALE 1 : 100FOOTING AND GROUND SLAB LAYOUT

STEEL COLUMN SCHEDULE

MARK: SIZE: COMMENTS:C1 89x5.0 SHS COLUMN.C2 125x6.0 SHS COLUMN.C3 125x75x4.0 RHS COLUMN.

FOOTING BEAM SCHEDULEMARK: SIZE: REINFORCEMENT:

ET1 300 x 250mm DEEP L8TM5 BFRW1 930 x 300mm DEEP L8TM5 BFSF1 600 x 350mm DEEP L8TM5 BF

PAD FOOTING SCHEDULEMARK: SIZE: DEPTH: REINFORCEMENT:

PF1 900 x 900mm 400 mm N16-200 EW BFPF2 4500 x 1500mm 450 mm N16-200 EW TF & BFPF3 1250 x 900mm 400 mm N16-200 EW TF & BF

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NOTE:PROVIDE ST1 SLAB THICKENINGS BENEATH ALL INTERNALMASONRY WALLS. REFER DETAIL ON DWG No. DR-ST-0007.

00

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NOTE:FOOTINGS TO BE POURED MONOLITHICALLY. REINFORCEMENT SHALL BE CONTINUEDTHROUGH INTERSECTING FOOTINGS.

uu

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uu

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SDST-0006

1 2 3 4 5

B

C

D

F

A

SAST-0006

C1 C1 C1 C1

C1 C1 C1

C1

C1

C1

C2

C2

C2

C1C1C1C1C1C1

C2

C2

C1

C2

C1

C1

C1

C1

C1 C1

C1

C1

C1

R1 R2 R2 R2 R1

E

B3(u) B3(u)B3(u)

B3(u)

1047.342

1121.351

1121.351

1121.351

1121.351

1184.427

P1

1056.79

1119.462

1119.462

1119.462

1119.462

1182.537

P1

1109.809

1109.809

1109.809

1109.809

1109.809

1172.884

P2

1074.147

1109.809

1109.809

1109.809

1109.809

1109.809

1109.809

1109.809

1172.884

P2

1074.147

1109.809

1109.809

P1 P1

S2

S1

S1

S2

S1

S1 S1 S1

S2

S1

S2

S1

B4(o) B4(o)

RB1

RB1

RB1

RB1

RB2

RB2

RB1

RB1RB1 RB1

S1

S1

WB1

WB1

B3(u)

B3(u)

B3(u)

B3(u)

B3(u)

B3(u) B3(u)

B3(u)

B3(u)

B3(u)

B3(u)

B4 B4

R2(u)

R2 R2 R2

R1R1

R2(u)

1090.422

1082.173

1082.173

1046.511

1090.422

1082.173

1082.173

1046.511

1090.422

1082.173

1082.173

1046.511

1012.963

1017.574 9

98.4321

022.5351

090.4221

082.1731

082.1731

046.511

P3

P1 P2 P2P1

P3

RB1

RB1

S2 S2 S2 S2

6

7

RB1

RB1

RB1

RB1

RB1RB1

S1 S1

S1 S1S1 S1

S1S1

RB1 RB1

RB1

RB1RB1

RB1

R3R3R3R3 R3 R3 R3 R3 R3

B2B2B2B2B2 B2 B2 B2

B2B2B2B2 B2 B2 B2

B2B2

B2B2

B2

B2B2

B2

R3

R3

R3

R3

R3

R3

R3 R3R3R3R3R3R3

R3

R3

R3

R3

R3

927.735

927.735

927.735

9 27.735 9 27.735 9 27.735

927.735

927.735

927.735

9 27.735 9 27.735 9 27.735

P4

P4

P4

B2B2

B2(u)

B2B2

B2(u)

B2B2

B2(u)

B2B1

SBST-0006

SCST-0006

WB1

WB1

WB1

WB1

WB1 WB1

S1

S1B2 B2

C3 C3 C3 C3 C3 C3 C3 C3 C3

C3

C3

C3

C3

C3

C3

C3C3C3C3C3C3C3C3

C3

C3

C3

C3

C3 C3

WB1WB1

RB2

RB2

RB2 BRACING IN PLANE WITH TOP OF RAFTERS.ROD HOOK TO EVERY PURLIN. REFER TO DETAIL.SHOP DETAILER TO CHECK FOR CLASHES WITHMECHANICAL SERVICES AND RAISE RFI IF REQUIRED.

P4

C1

P1 P1

S1 S1B3(u)

B3(u)

B3(u)S1B3(u)S1

fb fb fb

fbfbfbfb

fb fb

fb

fbfbfbfb fb

REFER ARCHITECTSDRAWINGS FOR GUTTERSUPPORT DETAILS.

00

B2(U) CONNECTED TO B2WITH 10MM CLEAT AND2/M16 THROUGH BOLTS,TYPICAL.

SDST-0006

3

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SBST-0006

448.127

448.127

448.127

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448.127

448.127

448.127

548.127

348.127

448.127

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448.127

448.127

448.127

448.127

448.127

448.127

448.127

448.127

448.127

448.127

448.127

J1

B5

B3 B3

B5B1B1

C1

C1

C1

C1

NOTE:MECHANICAL PLATFORM LOAD RATING:5 kPa - UDL4.5kN - PL

B5 TO BE TOES DOWN OVERBRICKWORK WITH 20mm MORTAR BED10mm CLEAT OFF WEB2/M16 BOLTS TO J1 JOISTS

19mm STRUCTAFLOR GP INSTALLED TOMANUFACTURERS SPECIFICATION.

B1 TO BEAR 100mm ON B5. PROVIDE12mm CLEAT LATE AND 2/M20.

RD-1ST-0010

fbFLY BRACE. FOR DETAILS, REFER DWG DR-S09



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ROOF FRAMING PLAN



SCALE 1 : 100ROOF FRAMING PLAN



STEEL FRAMING SCHEDULEMARK: SIZE: COMMENTS:

B1 150 PFC BEAM.B2 125x75x4.0 RHS BEAM.B3 150x100x5.0 RHS BEAM.B4 200x100x4.0 RHS WINDOWHEAD/SILL.B5 125 PFC BEAM.G1 C15019 2 ROWS BRIDGING PER SPAN TYP.

1 ROW BRIDGING PER SPAN IF LESS THAN 4500.J1 C15015 JOISTS. 450mm MAX. c/c.P1 Z15015 PURLIN. LAPPED AT SUPPORTS AT 1200 MAX. CTS.

WITH 2 ROWS BRIDGING EQUALLY SPACED.P2 Z15015 PURLIN. LAPPED AT SUPPORTS AT 1200 MAX. CTS.

WITH 1 ROW BRIDGING EQUALLY SPACED.P3 Z15019 PURLIN AT 1200 MAX. CTS. WITH 1 ROW BRIDGING

EQUALLY SPACED.P4 100x50x5.0 RHS VERANDAH PURLIN. PROVIDE 3mm CAP PLATE BOTH

ENDS.R1 200 PFC RAFTER.R2 250 PFC RAFTER.R3 125x75x4.0 RHS RAFTER.RB1 75x8 EA ROOF BRACING.RB2 90x10 FLAT BARS1 88.9x5.0 CHS STRUT.S2 101.6x5.0 CHS STRUT.WB1 90x10 FLAT BAR WALL BRACING.

SCALE 1 : 100MECHANICAL PLATFORM

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GROUND6650

CEILING9350

ROOF12835

BCDF AE7

C1C1 C1 C1C1

R2

B4

B3

S1

S2

S1S1

S1

B3R2

R2S2

C3C3

S1

R3 B2

B2B2

R3

SIMILAR AT GRID 4

REFER ARCHITECTS DETAILS FORCOLORBOND LINING SUPPORT.

ST-0010SA-1

00

GROUND6650

CEILING9350

ROOF12835

BCDF AE7

C1C1 C1 C1C1

R2

B4

B3

S1 S1

S2S2

S1S1B4

B3R2

S2

S1S1

B2B2

ST-0010SB-1

GROUND6650

CEILING9350

ROOF12835

BCDF AE7

C1C2

C2C2

C1

R1 S2S1

B3B3 B3 B3

R1 S2

S1S1

B2B2

R3R3R3R3

WB1

WB1

WB1 WB1

SIMILAR AT GRID 1

REFER ARCHITECTS DETAILS FORCOLORBOND LINING SUPPORT.

GROUND6650

CEILING9350

ROOF12835

1 2 3 4 5 6

C2

C1 C1 C1

R2R2

B4B4 B4

B3

B3

B3

R1

R2 R2 R2R1

R2R2

S2

S2

S2 S2S1B2B2

B4

B1B1S2



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SECTIONS - STEELWORK - SHEET 1



SECTIONSCALE 1 : 100 ST-0005

SA SECTIONSCALE 1 : 100 ST-0005

SB


SC SECTIONSCALE 1 : 100 ST-0005

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STEEL FRAMING SCHEDULEMARK: SIZE: COMMENTS:

B1 150 PFC BEAM.B2 125x75x4.0 RHS BEAM.B3 150x100x5.0 RHS BEAM.B4 200x100x4.0 RHS WINDOWHEAD/SILL.B5 125 PFC BEAM.G1 C15019 2 ROWS BRIDGING PER SPAN TYP.

1 ROW BRIDGING PER SPAN IF LESS THAN 4500.J1 C15015 JOISTS. 450mm MAX. c/c.P1 Z15015 PURLIN. LAPPED AT SUPPORTS AT 1200 MAX. CTS.

WITH 2 ROWS BRIDGING EQUALLY SPACED.P2 Z15015 PURLIN. LAPPED AT SUPPORTS AT 1200 MAX. CTS.

WITH 1 ROW BRIDGING EQUALLY SPACED.P3 Z15019 PURLIN AT 1200 MAX. CTS. WITH 1 ROW BRIDGING

EQUALLY SPACED.P4 100x50x5.0 RHS VERANDAH PURLIN. PROVIDE 3mm CAP PLATE BOTH

ENDS.R1 200 PFC RAFTER.R2 250 PFC RAFTER.R3 125x75x4.0 RHS RAFTER.RB1 75x8 EA ROOF BRACING.RB2 90x10 FLAT BARS1 88.9x5.0 CHS STRUT.S2 101.6x5.0 CHS STRUT.WB1 90x10 FLAT BAR WALL BRACING.

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1N12 PERIMETER BAR

11

L8TM 5 WIRES.

DPM

257

350

REFER TO LANDSCAPE ARCHITECTFOR EXTERNAL PAVEMENT.

600SF1

1N12 PERIMETER BAR

11 DPM

257

SF1

SCJ - REFER TOTYPICAL DETAILS.

1N12 PERIMETER BAR

11 DPM

257

REFER LANDSCAPEARCHITECT FOREXTERNAL PAVEMENT.

SF1

SLAB REINFORCEMENTREFER SLAB PLAN.

11 DPM.L8TM 4 WIRES.

400

250

SINGLE & DOUBLE LEAF WALLS

SLAB REINFORCEMENTREFER SLAB PLAN

DPM11

1N12 PERIMETER BAR

MIN

250

300

TOOLED 5mm RADIUS TO JOINTEDGES EACH SIDE. (TYPICAL)

10 WIDE x 10 DEEP FORMED GROOVEPRIME AND FILL WITH EMERSEAL PU40TO MANUFACTURERS RECOMMENDATIONSON DE-BONDING TAPE AT 90 DAYS.

10mm ABELFLEX JOINT FILLER.

1N12 PERIMETER BAR

11

REFER TO PLAN ANDSCHEDULE FOR PADFOOTING DETAILS.

DPM

257

450

REFER LANDSCAPEARCHITECT FOREXTERNAL PAVEMENT.

SLAB100

10 GAP ALL ROUND COLUMNS WITH10x10 APPROVED MASTIC SEALANT ONA COMPATIBLE BACKING MATERIAL.

1N12 PERIMETER BAR

1500PF2

SLAB REINFORCEMENTREFER SLAB PLAN

DPM11

MAINTAIN SLAB THICKNESSAT SETDOWNS

REFER TO ARCHITECTURALDRAWINGS FOR LOCATIONSOF SLAB SETDOWNS.CRANK REINFORCEMENT 1:6 FOR

75 MAX. STOP LAP MESH 400OTHERWISE.

100

250

100

11

257

6c M

AX'X

'

'X'

300

'X' - REFER TO SCHEDULEFOR DEPTH

1

1

STRIP FOOTING REINFORCEMENTREFER TO SCHEDULE

STRIP FOOTING REINFORCEMENTREFER TO SCHEDULE

STEP FOOTING BENEATH PIPE AND CONDUITS AS REQUIRED.PIPES AND CONDUITS ARE NOT TO PASS THROUGH FOOTINGS.

NOTE:

NOTE: REFER JOINT SEALANTDETAIL FOR SLAB FINISHREQUIREMENTS AND SEALANTTYPE.

NOTE:1. DO NOT PLACE CRACK CONTROL BARS ACROSS JOINTS.

10mm ABELFLEX JOINT FILLERFULL HEIGHT OF SLAB DEPTHTO COLUMN PERIMETER.(x2 LAYERS).

FLOOR JOINT AS NOMINATED.


COLUMN COLUMN

SLAB EDGE / WALL FACE


FLOOR JOINTAS NOMINATED.

COLUMN

NOTE: REFER JOINT SEALANTDETAIL FOR SLAB FINISHREQUIREMENTS AND SEALANTTYPE.

EXTERNAL COLUMN INTERNAL COLUMN

DAMP PROOF MEMBRANE.

TERMINATE REINFORCEMENT 50mmFROM JOINT.

SAW CUT 1/3 SLAB DEPTH WITHIN 6 HOURSOF POURING. SEAL WITH UV RESISTANTSIKA SEALANT.

NOTE:1. SAW-CUT TO COMMENCE WITHIN SIX HOURS OF

CONCRETE POURING WITH A SOFT SAW AND BLADE.

THICK

NESS

SLAB

1-N12 ADDITIONAL BARAROUND PERIMETER



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DETAILS - FOOTINGS - SHEET 1



SCALE 1 : 20TYPICAL PERIMETER STRIP FOOTING

SCALE 1 : 20TYPICAL INTERNAL STRIP FOOTING

SCALE 1 : 20TYPICAL STRIP FOOTING AT DOOR OPENINGS

SCALE 1 : 20TYPICAL SLAB THICKENING - ST1

SCALE 1 : 20TYPICAL EDGE THICKENING

SCALE 1 : 5ISOLATION JOINT (IJ)

SCALE 1 : 20TYPICAL PAD FOOTING SECTION

SCALE 1 : 20SLAB SETDOWN DETAIL

SCALE 1 : 20TYPICAL STRIP FOOTING STEP

SCALE 1 : 20SLAB BLOCKOUT-COLUMN WITHIN REINFORCED SLAB

SCALE 1 : 20SAW CUT JOINT (SCJ)

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LIMESTONE RETAINING WALL SCHEDULEHEIGHT 'H' FOOTING DEPTH 'D'

0-700700-10501050-14001400-17501750-2100

200250300300300

FOOTING WIDTH 'W'

35070085010501350

10

16

RANDOM COURSED BONDED STONEIN 1:CEMENT, 2:LIME, 9:SAND MORTARNO RUBBLE FILL PERMITTED

45°

SURCHA

RGE LIN

E

REF. NO

TE 1

REFER NOTE 12

NOMINALLYHORIZONTAL BACKFILL(+/- 1 IN 2 SLOPE PERMISSIBLE)

'D''H'

350

FREE DRAINING COARSESAND BACKFILL

FINISHED LEVEL

REFER NOTE 10

LIMESTONE RETAINING WALL NOTES:1.

2.

3.4.

5.6.

7.8.

9.

10.

11.

12.

THE WALL HAS NOT BEEN DESIGNED FOR BUILDING SURCHARGE. BUILDINGFOOTINGS SHOULD NOT BE LOCATED ABOVE A 45 DEGREE LINE PASSINGTHROUGH THE BACK OF THE WALL. AS SHOWN.GROUND BELOW AND FOR 600mm IN FRONT OF WALL SHALL BE CLEANGRANDULAR SAND COMPACT GROUND UNDER FOOTING TO RESIST 8 BLOWS PER300mm OF A STANDARD 16mm PENETROMETER OR 96% MAXIMUM DRY DENSITYOVER A DEPTH OF 750mm BELOW FOOTING.BACKFILL BEHIND WALL WITH FREEDRAINING SAND.PROVIDE CONTROL JOINTS TO ALL RETAINING WALLS AT 12m CTRS MAX AND6m MAX FROM CORNERS.NO BACKFILLING UNTIL 7 DAYS AFTER WALLS HAVE BEEN BUILT.THE MINIMUM LIMESTONE DRY DENSITY SHALL BE 1500kg/m3 AND CRUSHINGSTRENGTH 2MPa.MORTAR TO BE 1:2:9 (CEMENT:LIME:SAND). SAND TO BE CLEAN YELLOW SAND.THE CONTRACTOR WILL PROVIDE WRITTEN CERTIFICATION AT PRACTICALCOMPLETION THAT COMPACTION, WALL CONSTRUCTION AND BACKFILLING HASBEEN CARRIED OUT IN ACCORDANCE WITH THIS DRAWING.LIMESTONE BLOCKS SHALL BE INTERLOCKED WITH ADEQUATE THROUGHSTONES AND WITH VOIDS FULLY MORTARED. LIMESTONE BLOCKS SHALL BENON-FRIABLE, HARD STONE, FREE FROM HOLES, CRACKS, FISSURES, SANDPOCKETS AND OTHER DEFECTS.WALLS ABOVE 2m SHALL HAVE AN INTERLOCKED CONCRETE OR LIMESTONEBLOCK SHEAR KEY LOCATED CENTRALLY WITHIN THE BASE. THE KEY SHALLPROJECT A MINIMUM OF 100mm BELOW THE BASE.RETAINING WALLS EXPOSED TO ROADS TO HAVE AN APPROVED NONSACRIFICAL ANTI-GRAFFITI COATING SEALANT.ALL WALLS WITH AN OVERALL HEIGHT OF 1400mm OR OVER SHALL BEPROVIDED WITH DRAINAGE HOLES AT 1000mm - 1500mm CENTRES. DRAINAGEHOLES SHALL BE EITHER DIA 25PVC OR FORMED BY OMITTING MORTAR FROMVERTICAL JOINT BLOCKS IMMEDIATELY ABOVE GROUND LEVEL FOR A HEIGHTOF 150mm PRIOR TO BACKFILLING. THE HOLES SHALL BE COVERED WITHCRUSHED ROCK OR LIMESTONE CHIPPINGS AND COVERED WITH GEOGABRICFILTER CLOTH.

'W'

DPM

CONCRETE CAVITY FILL.

500

MAX.

MIN.

200

N12-300 EW CENTRAL.

SCABBLE INTERFACE.

110

110

110

MIN.300

MIN.330

MIN.300

300

N12-300 EWTOP & BOTTOM

REFER TO LANDSCAPE ARCHITECTFOR EXTERNAL PAVEMENT.

BACK FILL BEHIND WALLWITH FREE DRAININGSAND.

NOTE:1. REFER TO ARCHITECT'S DRAWINGS FOR FINISHES.

TYPIC

AL30

0 MA

X

TYPICAL300 MAX

COL

COL

BRICK TIE

BRICK TIEANCON SDV WALL TIES ORSIMILAR APPROVED TIE AT 3c (257)FIX WITH M6 SELF-DRILLING SCREWOR EQUIVALENT SHOT FIRED CONNECTIONTYPICAL

MFA POSI TIES (OR APPROVEDEQUIVALENT) AT 600 MAX. CTS.VERT. AND HORIZ. INSTALLED TOMANUFACTURERS SPECIFICATIONSTYP.

MFA 3/3 MASONRY ANCHORS (ORAPPROVED EQUIVALENT) AT 600MAX. VERT. CTS. (EACH SKIN).INSTALLED TO MANUFACTURERSSPECIFICATIONS TYP.

NOTE:REFER TO ARCHITECTS DRAWINGS FOR JOINT LOCATIONS.

ARTICULATION JOINT AT CAVITY VERTICAL JOINT

300 MAX

20 GAP

90

60

90

MIN.

100

SL72 MESH, 30 COVERN32 CONCRETE.

DPM

.

.

REFER ARCHITECTS DRAWING

REFER ARCHITECTS DRAWING



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DETAILS - MASONRY - SHEET 1



SCALE 1 : 20LIMESTONE RETAINING WALL

SCALE 1 : 20TYPICAL LANDSCAPING RETAING WALL (RW1)

SCALE 1 : 10MASONRY TIE DETAILS

SCALE 1 : 20TYPICAL STAIR ON GROUND

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00

'X'

4 H.D BOLT HOLES

BASEPLATE - 'T' THICK

EQ EQ

EQEQ

EQ EQ

COLUMN SIZE 'X' 'T'

89 SHS 170 20

EQEQ

'X'

(*) REFER TO H.D. BOLT DETAILS FOR MORE INFORMATION

ANCHORTYPE (*)

NOTE FOR STEEL DETAILER1. DETAILER TO TAKE NOTICE OF ANY POTENTIAL CLASHES

WITH WALL LININGS/WINDOWS2. FOULING WITH BASEPLATE POCKETS ETC. AND IDENTIFY

THESE PROBLEMS DURING THE SHOP DRAWING PHASE ANDRAISE A R.F.I.

HD1

125 SHS 205 20 HD1

'X'

4 H.D BOLT HOLES

BASEPLATE - 'T' THICK

EQ EQ

EQEQ

EQ EQ

EQEQ

'X'

GROUT THICKNESS

TIE LIGAURES (W6)@ 150 CTS. MAX

COLUMNREFER FRAMING PLANS

BASEPLATEREFER SCHEDULE FOR DETAILS

TYPEHD1

'D'20

'Pt'75

BLOCKOUTNO

SUIT BASEPLATEPITCH TO

FOOT

ING D

EPTH

- 1 0

0EM

BEDM

ENT

=

PROJECTION THREAD 'Pt'

'D' - BOLT DIA.

NOTE:COLUMN BASE AND ANCHORS TO BE HEAVILYPAINTED WITH TWO COATS OF BITUMASTICPAINT TO FINISHED FLOOR LEVEL.

WHERE TUBE IS FLUSH TO PLATE EDGEV-PREP TUBE AND WELD WITH 6mmPENETRATION BUTT WELDAND GRIND FACE FLUSH AFTERWHERE PLATE EXTENDS A SUITABLEDISTANCE PAST PROVIDE 6mm C.F.W.

CAP PLATE THICKNESS 'T' TO BETHE GREATER OF 10mmOR BEAM FLANGE THICKNESS.CAP PLATE WIDTH TO MATCHBEAM WIDTH.

COLU

MN

10 PL. VERTICAL STIFFENEREACH SIDE OF WEB

BEAM

REFER SCHEDULE FOR BOLTS

BEAMBOLT

No./SIZEPLATE

THICKNESS 'T'WELD

150PFC 2/M1610 6mm C.F.W.

180-380PFC 2/M2010 6mm C.F.W.

6mm C.F.W.BOTH SIDES

CLEAT,2/M20 BOLTS


OPTION 1 OPTION 2


CLEAT, 2/M20 BOLTS

BASE CONNECTION

EXTEND BASE PLATEAS REQUIRED

COLUMN

BRACING ANGLE CLEAT PLATE75x8 EA

90x10 PL

12 THK

12 THK

BRACING ANGLE/PLATE

BRACING ANGLE/PLATEBRACING ANGLE/PLATE

CLEAT,2/M20 BOLTS

BRACING/SPLICE PLATEBOLTING REQUIREMENTSAS PER BEAM SCHEDULE.

1 BOLT CENTRAL TO MATCH

CROSS-OVER SPLICE PLATEREFER TABLE BELOW.

BRACING ANGLE BRACIN

G ANGL

E

BRACING ANGLE SPLICE PLATE75x8 EA

90x10 PL

100x12 FLAT

150x12 FLAT

NOTE:SHOP WELDING SPLICE PLATE TO ANGLE BRACE IS AN ALTERNATIVE TO BOLTING.

RAFTER/BEAMREFER PLAN FOR SIZE

PURLIN

90x3 EA ANGLE CONTINUOUS, FIXEDTO BTM FLANGE OF RAFTER WITH2-No. 10-16x25mm HITEK SCREWS.TYPICAL EACH SIDE OF BRICKWORK.NOTE:EA ANGLE WALL SUPPORTS TOEXTEND FULL WIDTH OF ROOF.

PURLIN

100x75x2.5 PRE-BENT CONTINUOUSANGLE FIXED TO EVERY PURLINWITH 1-No. 14 TEK SCREW PERANGLE FOR PURLIN.NOTE:EA ANGLE WALL SUPPORTS TOEXTEND FULL WIDTH OF ROOF.PACK WALL IF REQUIRED WITHSTRIPS OF FRC SHEET.

PURLIN

TOP PLATE FIXED TO PURLINS WITH2 No. 10-16x25mm BUILDEX METALTEX SCREWS PER PURLIN.

STUD WALL TO MANUFACTURERSSPECIFICATIONS.

BOTTOM PLATE FIXED TO MASONARYWITH WITH 2 No. 10-16x45mm BUILDEXMASONRY SCREWS AT 600 CTS.

SOLID BRICK TOP COURSEFOR STUDWORK BOTTOMPLATE FIXING.

1

1

65x5 EA FLY BRACE1/M12 4.6/S BOLT EACH END

RAFTER (OR COLUMN)REFER PLAN FOR SIZE

6 PL. CLEAT6mm C.F.W.

PURLIN/GIRT

REFER TO ROOF FRAMING PLAN ANDELEVATIONS FOR LOCATIONS OF FLY

BRACING DENOTED FB1

PURLIN/GIRT LAP - REFER FRAMING PLAN/ELEVATION

ANGLE CLEATSNIPE TOP CORNER AS REQUIRED

RAFTER (OR COLUMN)

PLATE CLEAT

RAFTER (OR COLUMN)

SECTION VIEW

GAP CLEAT'Z' PURLIN/GIRT CLEAT SCHEDULE

BOLTS

≤ 50 8 PLATE 2/M12 4.6/S

>50 ≤ 100 10 PLATE

75x6 EA>100 ≤ 250

ELEVATION VIEW

2/M12 4.6/S

2/M12 4.6/S

100x6 EA>250 ≤ 600 2/M12 4.6/S

GAPGAP

RAFTER (OR COLUMN)REFER PLAN FOR SIZE

PURLIN/GIRT

450 450

900

65x6 EA AT 2000 CTS. MAX.6 END PLATES, 6 F.W. 2/M124.6/S BOLTS EACH END.

NOTE: ALTERNATIVELY USE TURN-BUCKLEOR THREADED ROD RIDGE TIES

TO SUIT BRACINGPOSITION

ROOF BRACE

R6 DIA. HOOK AT 5000 MAX. CTS.ALONG BRACE LENGTH PROVIDEWASHER & NUT (SNUG TIGHT)

PURLIN

DRILL R8 DIA. HOLEIN CENTRE THIRDOF PURLIN DEPTH

ROOF SHEETING

ROOF PURLIN.REFER PLAN FOR SIZE.

LBI GENERAL PURPOSE BRACKET2M12 4.6/S BOLTS EACH END TYP.

SEE SECTION TRIMMERS DEPTHTO MATCH ADJACENT PURLINS

ROOF PURLIN.REFER PLAN FOR SIZE.

900

MAX.

NOTE:DO NOT STOP/START MAIN PURLINRUNS TO SUIT OPENING, IF REQUIREDCONSULT ENGINEERING OFFICE.

ROOF PENETRATION

ELEVATION

PLAN20 NOM.

SUPPORT

SUPPORT

TUBE STEEL BEAM

TUBE STEEL BEAM

RECIEVING CLEATTHICKNESS 'Ct' TO MATCHSUPPORTED BEAM CLEAT

SEAL/END PLATE THICKNESS 'Et'

CLEAT THICKNESS 'Ct'

BOLTS

SECTION DEPTH 'Et'

<100 10

'Ct'

10

BOLTS

2/M16

WELD SIZE

6mm C.F.W.

100-200 10 10 2/M20 6mm C.F.W.

200-300 12 10 3/M20 6mm C.F.W.

300-400 12 10 4/M20 6mm C.F.W.

NOTE:FLASHING AT CONNECTION AS PER ARCHITECT'S DETAIL

BRACIN

G MEMB

ER

BRACING MEMBER

10 PL. CLEAT,WELDED TO BEAM WEB

RAFT

ER/B

EAM

CLEAT & BOLTS ASPER SCHEDULE (TYP.)

SUPPORTED BEAM

10 PL. CLEAT,2/M20 BOLTS

FACE OF SUPPORTINGCOLUMN55 35

3570

35

20.45



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DETAILS - STEEL - SHEET 1



SCALE 1 : 10TYPICAL COLUMN BASEPLATE

SCALE 1 : 10COLUMN BASEPLATE ELEVATION - HD ANCHORS

SCALE 1 : 10SHS / RHS COLUMN CAP PLATE DETAIL

SCALE 1 : 10ANGLE/PLATE BRACING END CONNECTION DETAILS

SCALE 1 : 10BRACING CROSS-OVER DETAIL (ANGLES/PLATES)

SCALE 1 : 10TYPICAL CONNECTION FOR WALLS EXTENDING TO ROOF SHEETING

SCALE 1 : 10TYPICAL INFILL STUD WORK FIXING DETAILS

SCALE 1 : 10FLY BRACE DETAIL ('Z' PURLIN/GIRT)

SCALE 1 : 10'Z' PURLIN/GIRT CONNECTION DETAILS

SCALE 1 : 10'Z' PURLIN RIDGE DETAIL

SCALE 1 : 10HOOK TO ROOF BRACING DETAIL

SCALE 1 : 10ROOF PENETRATION TRIMMER DETAIL

SCALE 1 : 10STEEL TUBE 'T' CLEAT DETAILS

SCALE 1 : 10CROSS BRACING / ROOF BEAM PLAN DETAILS

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SCALE 1 : 10BEAM TO BEAM/COLUMN SUPPORT

00

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F7

B3

S1

B2

65x8EA CLEAT2/M12 THROUGH BOLTS

10mm CAP & CLEAT PLATE2/M16 BOLTS

90x10EA STUBFULLY WELDED TO B3

REFER NOTES FORLINTEL DETAILS

100x50x5.0 RHSVERANDAH PURLINS

100x50x5.0 RHSOUTRIGGER

10mm CAP PLATE2/M12 THROUGH BOLTS

MITRE CUT AND WELD.GRIND FLUSH.

R3

C3

00

E

C10015 AT CENTRETO MATCH STUDWORKWALLS.

150x90x10 UA (LLV) WITH2/M12 BOLTS EACH ENDAT 1200 MAX. CTS.

150x90x12 UA WITHM12 HILTI HY70AT 600 MAX. CTS.BOTH SIDES OF DUCT

100x50x5.0 RHS OUTRIGGERFULLY WELDED TO R2

MITRE CUT AND WELD.GRIND FLUSH.

R2

B4

B4

S2

MITRE CUT ENDSAS REQUIRED

00

RB2

00

B1 (150 PFC)

1/M20 WITH STEELPACKERS.

REFER DETAIL SB-1ON DWG. N). ST-0010FOR PLUMBING DUCTCOVER.

8mm THK STIFFENER.

100

19mm STRUCTAFLOR GPINSTALLED TO MANUFACTURERSSPECIFICATION

B5 TOES DOWN WITH20mm MORTAR BED

FULL BEARINGBETWEEN PFC'S

B5

12mm CLEATS2/M20 BOLTS

B1 (150 PFC)

1/M20 WITH STEELPACKERS.

REFER DETAIL SB-1ON DWG. N). ST-0010FOR PLUMBING DUCTCOVER.

8mm THK STIFFENER.

B1 (150 PFC)



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DETAILS - STEEL - SHEET 2



DETAILSCALE 1 : 10 ST-0006

SA-1

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DETAILSCALE 1 : 10 ST-0006

SB-1

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