avopiling headquarters

2 CLIVE STREET, WEST PERTH WA 6005

Ph: 08 94852921 E: [email protected]

REVPROJECT NUMBER:

GENERAL NOTES: CONTRACTOR TO CHECK ALL DIMENSIONS ON SITE. REFER ANY DISCREPANCIES TO

ARCHITECT FOR A DECISION, PRIOR TO COMMENCING ANY WORK OR PREPARING ANY SHOP DRAWING.

DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

AVOPILING HEADQUARTERS

18-151

S000

COVER SHEET & DRAWING INDEX

SS

CDG

-

-

JAN 19

STRUCTURAL

AVOPILING HEADQUARTERSLOT 320 McCOOK STREET, FORRESTDALE

STRUCTURAL DOCUMENTATION

DRAWING INDEX

SHEET NUMBER SHEET TITLE CURRENT REV

S000 COVER SHEET & DRAWING INDEX

S001 GENERAL NOTES - SHEET 1

S002 GENERAL NOTES - SHEET 2

S005 STANDARD DETAILS - SHEET 1




S101 GROUND LEVEL GA - PART PLAN 1

S102 GROUND LEVEL GA - PART PLAN 2

S200 FIRST FLOOR GENERAL ARRANGEMENT AND OFFICE ROOF

S250 FIRST FLOOR SECTIONS AND DETAILS - SHEET 1

S251 CRANE MAINTENANCE PLATFORM

S300 WORKSHOP ROOF FRAMING PLAN

S350 TRUSS ELEVATIONS AND DETAILS

S351 ROOF SECTIONS & DETAILS - SHEET 1

S400 PANEL LAYOUT PLAN & ELEVATIONS

S401 PANEL ELEVATIONS - SHEET 2

REV DATE DESCRIPTION DRN CHD

A 01.02.19 PRELIMINARY ISSUE SS CDG

B 08.02.19 ISSUED FOR BUILDING LICENCE SS CDG

0 19.02.19 ISSUED FOR CONSTRUCTION JAG CDG

GENERAL NOTESTHESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL OTHERDRAWINGS AND SPECIFICATIONS. ALL DISCREPANCIES SHALL BE REFERREDTO THE ARCHITECT FOR DECISION BEFORE PROCEEDING.

ALL DIMENSIONS AND LEVELS SHOWN ON THE DRAWINGS SHALL BEVERIFIED BY THE CONTRACTOR ON SITE. STRUCTURAL DRAWINGS SHALL NOT BE SCALED FOR DIMENSIONS. REFER TO THE ARCHITECTURALDRAWINGS FOR ALL DIMENSIONS AND SETOUT. THE DESIGN CONSULTANT SHALL BE NOTIFIED OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.

DURING CONSTRUCTION THE CONTRACTOR SHALL ENSURE THE STRUCTURES IS MAINTAINED IN A STABLE CONDITION ANDNO PART SHALL BE OVERSTRESSED BY EXCESSIVE CONSTRUCTIONLOADING PROVIDE TEMPORARY BRACING AND PROPPING AS REQUIRED.

ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITHTHE CURRENT SAA CODES AND THE BY-LAWS AND ORDINANCES OFTHE RELEVANT BUILDING AUTHORITY EXCEPT WHERE VARIED BYTHE CONTRACT DOCUMENTS.

UNLESS NOTES OTHERWISE ALL DIMENSIONS ARE IN MILLIMETRES AND ALL LEVELS ARE IN METRES.

THE ENGINEER HAS NOT DESIGNED AND IS NOT RESPONSIBLE FORSTRUCTURAL ELEMENTS OTHER THAN THOSE SHOWN ON THE FORTH CONSULTING ENGINEERING DRAWINGS.

THE APPROVAL OF A SUBSTITUTION SHALL BE SOUGHT FROM THEENGINEER BUT IS NOT AUTHORIZATION FOR AN EXTRA.ANY EXTRAS SHALL BE TAKEN UP WITH THE CLIENT BEFOREWORK COMMENCES.

ALL PROPS AND FORMWORK FOR BEAMS AND SLABS SHALL BEREMOVED BEFORE CONSTRUCTION OF ANY MASONRY WALLS ORPARTITIONS ON THE FLOOR

ALL NON-LOAD BEARING WALLS SHALL BE KEPT CLEAR OF THEUNDERSIDE OF SLABS AND BEAMS BY 20mm UNLESS OTHERWISE SHOWN.

THE BUILDER SHALL RECORD ALL VARIATIONS TO THE DRAWINGSAND BE RESPONSIBLE FOR PRODUCING AS CONSTRUCTED DRAWINGSIN ELECTRONIC FORMAT AT THE COMPLETION OF THE WORKS.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

DESIGN DATATHE STRUCTURAL COMPONENTS DETAILED ON THESE DRAWINGSHAVE BEEN DESIGNED FOR THE FOLLOWING LOADINGS.

LIVE LOADS ARE IN ACCORDANCE WITH AS 1170.1 – 2002.

WIND LOADS ARE IN ACCORDANCE WITH AS1170.2 – 2011REGIONAL WIND SPEED Vr: 46m/sREGION: A1TERRAIN CATEGORY: 3.0SHIELDING MULTIPLIER: 1.0TOPOGRAPHIC MULTIPLIER: 1.0IMPORTANCE MULTIPLIER: 1.0

SEISMIC LOADS IN ACCORDANCE WITH AS1170.4 – 2007 AS FOLLOWS:EARTHQUAKE DESIGN CATEGORY: IISITE SUB-SOIL CLASS: CeHAZARD FACTOR (Z): 0.09PROBABILITY FACTOR (Kp): 1.0IMPORTANCE LEVEL: 2

THE CONCRETE ELEMENTS HAVE BEEN DESIGNED FOR THEFOLLOWING EXPOSURE CLASSIFICATIONS IN ACCORDANCEWITH AS 3600.

1.

2.

3.

4.

5.

FLOOR USAGE CLASSIFICATION

EXTERIOR CONCRETEINTERIOR CONCRETE

A1A1

FLOOR USAGE SUPERIMPOSED DEAD LOADS(kPa)

LIVE LOAD(kPa)

SLAB ON GROUNDROOFOFFICE

0.50.50.5

10.00.253.0

CONCRETEALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH AS3600.

ALL CONCRETE SHALL BE PREMIXED BY AN APPROVED SUPPLIER.

ALL CEMENT SHALL BE TYPE A-ORDINARY PORTLAND CEMENTUNLESS SPECIFIED OTHERWISE.

ADMIXTURES SHALL NOT BE USED UNLESS APPROVED IN WRITINGBY THE ENGINEER.

CONCRETE SHALL BE NORMAL CLASS CONCRETE COMPLYING WITHAS3600, UNLESS SPECIFIED OTHERWISE.

CONCRETE STRENGTH AND CLEAR CONCRETE COVER TO REINFORCEMENTSHALL BE IN ACCORDANCE WITH THE FOLLOWING TABLE UNLESS NOTEDOTHERWISE (U.N.O). ELEMENTS NOT COVERED SHALL BE IN ACCORDANCEWITH AS3600.

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

BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB THICKNESS.

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

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

SPLICES IN REINFORCEMENT SHALL BE MADE ONLY IN POSITIONSSHOWN OR OTHERWISE APPROVED IN WRITING BY THE ENGINEER.LAPS SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

MESH SHALL BE LAPPED SUCH THAT THE TWO OUTERMOSTWIRES OF ONE SHEET OVERLAP THE TWO OUTERMOST WIRESOF THE OTHER SHEET BY 25mm MINIMUM.

A MAXIMUM OF THREE SHEETS OF MESH SHALL BE LAPPEDAT ANY POINT.

ELEMENT

BLINDING &MASS CONCRETEFOOTINGSSLAB ON GROUNDMEZZANINE SLABTILT-UP WALLSAFS WALLS

EXPOSED TO WEATHERCONCRETEGRADE (MPa) 15

25 32 32 40 40

REINF.COVER -

50 30 40 40 40

NOT EXPOSED TO WEATHERCONCRETEGRADE (MPa) 15

25 32 32 40 40

REINF.COVER -

50 30 40 40 40

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

SPLICE LAP LENGTH (mm)

BAR BOTTOM BAR LAP TOP BAR LAP

N12N16N20N24N28N32N36

4506008501100140017002050

55080011001100110017002050

25 MIN

FOUNDATIONSITE ASSESSED TO BE CLASS 'A' (STABLE), AS DEFINED AS 2870 "RESIDENTIAL SLABS AND FOOTINGS" AND AS SPECIFIED IN THE GEOTECHNICAL REPORT PREPARED BY 'UTS SOILTEC PTY LTD REFERENCE No: R1575.

EXISTING GROUND CONSISTS OF SAND OF VARYING COMPACTION,WITH A SITE CLASSIFICATION (TO AS2870) OF CLASS 'A'.

GROUND TO UNDERSIDE OF FOOTINGS AND SLABS ON GROUNDSHALL BE COMPACTED BY HAND OR WITH AN APPROVED VIBRATORYPLATE COMPACTOR OR ROLLER TO ACHIEVE A COMPACTION IN THETOP 750mm EQUIVALENT TO 8 BLOWS PER 300mm MEASURED WITH A9.1kg 16mm DIAMETER STANDARD PERTH PENETROMETER.

DO NOT USE COMPACTION METHODS THAT WILL CAUSE DAMAGE TOADJACENT STRUCTURES. SELECTION OF METHODS SHALL BE THEBUILDER'S RESPONSIBILITY.

SITE SHALL BE STRIPPED OF ALL VEGETATION IN THE BUILDING AREAS.ENSURE THAT NO VEGETATION OR ORGANIC MATTER EXISTS IN THE SOILSTRATA BELOW THE FOOTING OR SLAB ON GROUND FOR A DEPTH OF ATLEAST 1000mm.

COMPACT FOUNDATION MATERIAL AND BACKFILL IN LAYERS NOTEXCEEDING 300mm TO 95% MODIFIED MAXIMUM DRY DENSITY INACCORDANCE WITH AS 1289. PROVIDE COMPACTION TEST RESULTSPRIOR TO PROCEEDING.

REQUIRED FILL SHALL BE CLEAN, WELL GRADED SAND ALL FILLSHALL BE APPROVED PRIOR TO PLACEMENT SAND MATERIALEXCAVATED FROM THE SITE SHALL NOT BE SUITABLE FOR BACKFILLWITHOUT PRIOR ENGINEER APPROVAL.

TENDERERS SHALL PROVIDE A RATE PER CUBIC METRE EXTRA OVERTO SAND, FOR ROCK EXCAVATION, SHOULD THIS BE REQUIRED.

LOCATE FOOTINGS CENTRALLY UNDER WALLS AND COLUMNS UNLESSOTHERWISE NOTED.

DO NOT BACKFILL RETAINING WALLS (OTHER THAN CANTILEVER WALLS)UNTIL FLOOR CONSTRUCTION AT TOP AND BOTTOM IS COMPLETE ENSUREFREE DRAINAGE BACKFILL AND DRAINAGE IS IN PLACE.

FOUNDATIONS HAVE BEEN DESIGNED FOR THE FOLLOWING ALLOWABLEPRESSURE: 200 KPa.

THE BUILDER SHALL ARRANGE FOR ALL DENSITY OR PENETROMETERTESTING TO BE CARRIED OUT BY AN APPROVED TESTING LABORATORY.THE TESTS SHALL BE CARRIED OUT IN ACCORDANCE WITH THE FOLLOWINGSCHEDULE:

UNDER PAD FOOTINGS:……………………….... 1 TEST/ 10m² (MINIMUM OF1 TEST / FOOTING)

UNDER STRIP FOOTINGS:…………………..... 1 TEST/ 5m LENGTHUNDER SLABS:………………………………............1 TEST/ 20m²

NO EXCAVATION SHALL BE CARRIED OUT CLOSER TO FOOTINGS THANA LINE EXTENDING DOWN FROM THEIR EDGE AT 45 DEGREES.

FOUNDATIONS ADJACENT TO SERVICES, EXCAVATIONS OR BATTER ETC.SHALL BE EXTENDED DOWN SUCH THAT THE INFLUENCE LINE OF THEFOUNDATIONS IS BELOW THE ADJACENT SERVICE AS SHOWN BELOW.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

30.00°

LINE OF INFLUENCE

BACK FILLED SERVICE TRENCHOR OTHER EXCAVATIONNEW FOOTING OR SLAB

PROVIDE 15MPa LEAN MIXCONCRETE WHERE NECESSARY

REINFORCEMENTREINFORCEMENT SYMBOLS;N - GRADE 500 PLUS REBAR TO AS/NZS 4671SL - GRADE 500 DEFORMED HARD DRAWN WIRE REINFORCING FABRIC TO AS1304.W - HARD DRAWN PLAIN WIRE TO AS1303R - GRADE 250R HOT ROLLED PLAIN BAR TO AS1302

REINFORCEMENT NOTATION:

N12-300 3N28

REINFORCEMENT IS SHOWN DIAGRAMMATICALLY AND NOT NECESSARILY IN TRUE POSITION.

ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED IN ITS CORRECT POSITION BY APPROVED MEANS BEFORE PLACING CONCRETE.

WELDING AND/OR SITE CUTTING OF REINFORCING SHALL NOT BE PERMITTED UNLESS APPROVED IN WRITING BY THE ENGINEER.

SLABS ON GRADE SHALL BE UNDERLAIN WITH A CONTINUOUS LAYER OF A 200 MICRON THICKNESS WATERPROOFING MEMBRANE LAPPED AND TAPED TO MANUFACTURERS DETAILS.

ALL PROPRIETARY FIXINGS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.

CONCRETE SURFACES SHALL BE MONOLITHICALLY FINISHED TO A FLAT UNIFORM SURFACE IN ACCORDANCE WITH AS3610.

WHERE POSSIBLE SLABS ON GROUND SHALL BE PLACED USING VIBRATING SCREEDS.

ALL CONCRETE SHALL BE COMPACTED USING A MECHANICAL VIBRATION PROCESS.

SPACING (mm)BAR SIZE (mm)TYPE OF REINF.

BAR SIZE (mm)TYPE OF REINF.NUMBER OF BARS

1.

2.

3.

4.

5.

6.

7.

8

9.

10.

STRUCTURAL STEELALL STEELWORK SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AS4100ASN AS1554.

ALL STEEL WORK SHALL BE NEW AND COMPLYING WITH THE FOLLOWING MIN GRADES UNO:i) OPEN SECTIONS 300MPaii) RHS/SHS 450MPaiii) CHS 350MPaiv) FLAT PLATES 250MPa

ALL STEEL WORK SHALL BE PRODUCED IN AUSTRALIA AND CERTIFIED AS BEING COMPLIANTWITH THE RELEVANT AUSTRALIAN STANDARDS THE CONTRACTOR SHALL MAKE AVAILABLETO THE ENGINEER, IF REQUESTED, NATA ACCREDITED LABORATORY TEST DATA TODEMONSTRATE THIS. IN THE CIRCUMSTANCES WHERE THE CONTRACTOR WISHES TO USEIMPORTED STEEL, HE SHALL PROPOSE THIS IN WRITING TO THE ENGINEER PRIOR TO TENDERING.THE CONTRACTOR SHALL INCLUDE ALL ASSOCIATED NATA ACCREDITED LABORATORY MILLCERTIFICATES DEMONSTRATING FULL COMPLIANCE WITH THE RELEVANT AUSTRALIANSTANDARDS. THE ENGINEER RESERVES THE RIGHT TO ACCEPT OR REJECT SUCH A PROPOSAL.

GRADE 4.6 BOLTS SHALL BE TO AS111. GRADE 8.8 BOLTS SHALL BE TO AS1252.

BOLT DESIGNATION (EXAMPLE) = 5M20/SNUMBER BOLTS = 5 NoSIZE M20 = Ø20mmTIGHTENING /S = SNUG TIGHTENED

/TB = FULLY TENSIONED BEARING CONNECTION/TF = FULLY TENSIONED FRICTION TYPE CONNECTION.

FINGER TIGHT = TIGHTENED WITH HAND SPANNER THEN TURNED BACK HALF A TURN AGAINST APPROVED LOCK NUT.

UNLESS OTHERWISE NOTED ALL BOLTS M20 SHALL BE GRADE 8.8/S (SNUG TIGHT). NOTHREADS SHALL BE PERMITTED IN THE SHEAR PLANE.

ALL BOLTS, NUTS AND ACCESSORIES SHALL BE HOT DIP GALVANISED TO AS/NZS4680.

ALL WELDING SHALL BE TO AS1554, PART 1. ALL WELDS SHALL BE APPLIED WITHE48XXX ELECTRODES. WELDS SHALL BE 6mm CONTINUOUS FILLET (6CFW) UNLESSOTHERWISE NOTED. ALL WELDING SHALL BE CARRIED OUT BY AN EXPERIENCEDOPERATOR. STEELWORK SHALL BE CLEANED BACK TO WHITE METAL SURFACE ANDFREE OF RUST, SCALE, ETC. PRIOR TO WELDING. PURLIN AND GIRT CLEATS SHALL BECATEGORY GP WELDS. ALL OTHER WELDS SHALL BE CATEGORY SP UNLESS NOTEDOTHERWISE. SUPERVISE AND TEST ALL CATEGORY SP WELDS IN ACCORDANCE WITHAS1554.

CFW DENOTES CONTINUOUS FILLET WELD TO AS1554/1. FSBW DENOTES PREQUALIFIED,FULL PENETRATION BUTT WELD TO AS1554/1.

SECTIONS SHALL NOT BE SPLICED OTHER THAN AT JOINTS SHOWN, UNLESS APPROVEDBY THE ARCHITECT.

THE CONTRACTOR SHALL PREPARE WORKSHOP DRAWINGS FOR REVIEW. FABRICATIONSHALL NOT COMMENCE UNTIL THE DRAWINGS HAVE BEEN EXAMINED AND RETURNED. COORDINATE THE INPUT OF ALL TRADES ON THE WORKSHOP DRAWINGS.

UNLESS OTHERWISE SHOWN, ALL CLEAT, GUSSETS, ENDS AND STIFFENER PLATESSHALL BE 10mm THICK. MINIMUM BOLTED CONNECTION SHALL BE 2M20/S

THE CONTRACTOR SHALL PROVIDE ALL CLEATS AND HOLES WHETHER OR NOT SHOWNFOR FIXING NON STRUCTURAL ELEMENTS OF STEELWORK.

PROTECTIVE SURFACE TREATMENT SHALL BE:STEELWORK CAST INTO CONCRETE:HOT DIP GALVANISED IN ACCORDANCE WITH AS/NZS4680 RATE 600gm/m²

EXTERIOR STRUCTURAL STEELWORK:HOT DIP GALVANISED IN ACCORDANCE WITH AS/NZS4680 RATE 600gm/m².TOP COAT TO ARCHITECT'S SPECIFICATIONS.

STEELWORK IN CONTACT WITH SOIL:TAR EPOXY SECONDARY COAT (200 MICRONS DFT) IN ADDITION TO ABOVEREQUIREMENTS.

PURLINS AND GIRTS:ALL PURLINS AND GIRTS TO BE FROM G450 STEEL AS1397.

PURLINS AND GIRTS ARE DESIGNED NOTED ON DRAWINGS IN ACCORDANCE WITHMANUFACTURER'S DETAILS.

GROUT UNDER ALL SEATING AND BASE PLATES WITH PROPRIETARY DRY PACKSYSTEM – ENSURE SPACE UNDER PLATES IS COMPLETELY FILLED.

ALL COMPONENTS TO BE CAST INTO CONCRETE (HOLDING DOWN BOLT, BRACKETS,ETC.) SHALL BE HOT DIP GALVANISED TO AS/NZS4680 AFTER FABRICATION.

THE ENDS OF ALL TUBULAR MEMBERS ARE TO BE SEALED WITH NOMINAL THICKNESSPLATES AND CONTINUOUS FILLET WELD UNLESS NOTED OTHERWISE.

ALL HANDRAILING SHALL BE MONOWILLS OR EQUIVALENT AND SHALL HAVE KICKPLATES AS REQUIRED. A STANCHION SHALL BE LOCATED 300mm FROM ALL CHANGESOF DIRECTION AND ENDS OF HANDRAILING. FIXINGS OF STANCHIONS TO CONCRETEWHERE APPLICABLE SHALL BE BY 2/M16 APPROVED MASONRY ANCHORS.MINIMUM DISTANCE TO EDGE OF CONCRETE SHALL BE 100mm.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

GRATING SHALL BE WEBFORGE OR SIMILAR APPROVED, HOT DIP GALVANISEDAFTER FABRICATION AND INSTALLED IN ACCORDANCE WITH THEMANUFACTURER'S DETAILS.

STRUCTURAL STEEL SHALL COMPLY WITH ALL REQUIREMENTS OF THE RELEVANTAUSTRALIAN STANDARDS. MANUFACTURER'S OF STRUCTURAL STEEL SHALL HOLDA VALID CERTIFICATE OF APPROVAL ISSUED BY AN ACCEPTABLE THIRD PARTYCOMPLIANCE ASSESSMENT BODY (SUCH AS THE AUSTRALIAN CERTIFICATIONAUTHORITY FOR REINFORCING STEEL (ACRS)). EVIDENCE OF COMPLIANCE MUST BESUBMITTED WHEN TENDERING AND AS A PART OF THE QUALITY ASSURANCEPROCESS.

UNLESS BRIDGING IS SPECIFICALLY STATED ON THE STRUCTURAL DRAWINGS,MINIMUM BRIDGING REQUIREMENTS FOR STEEL PURLINS SHALL BE 2 ROWS INEND SPANS AND 1 ROW IN INTERNAL SPANS FOR ANY SPANS MORE THAN 2500mm

ALL ROOF BRACING SHOWN ON THE STRUCTURAL DRAWINGS IS TO BE HOOK BOLTEDTO THE WEB OF THE PURLINS, BRACE WITH 10mm DIA HOOK BOLTS.

ALL WALL AND ROOF BRACING IS TO BE INSTALLED IN A TAUGHT FASHION, FREEFROM SLACK, DISTORTION DEVIATIONS AND THE LIKE USE SUITABLE TENSIONINGMECHANISM AS APPROPRIATE ALL RODS TO HAVE TURNBUCKLES OR SIMILAR DEVICE

CEILING SYSTEMS, DUCTWORK ETC. TO BE SUSPENDED FROM PURLINS SHOULD BEFIXED WITH HOOK BOLTS THROUGH THE PURLIN WEBS. THE FLANGES OF THEPURLINS OR GIRTS SHALL NOT BE HOLED.

WHILST THE STRUCTURAL STEEL SECTIONS, PLATES, PURLINS, CONNECTORS AND ALL OTHER STEEL MEMBERS INCLUDED ON THESE DRAWINGS HAVE BEEN CHECKEDFOR AVAILABILITY AT THE TIME OF DESIGN, THERE IS NO GUARANTEE THAT ALLSTEELWORK ITEMS WILL BE AVAILABLE AT THE TIME OF FABRICATION. ALLSTEELWORK TENDERS AND SUBCONTRACT PRICES SHALL BE DEEMED TO INCLUDEALL COSTS RELATED TO ANY NECESSARY SUBSTITUTIONS DUE TO THEUNAVAILABILITY OF SECTIONS, MEMBERS AND OTHER STEELWORK ITEMS. ALLSUBSTITUTIONS SHALL BE CHECKED AND APPROVED BY THE ENGINEER PRIOR TOTHE COMMENCEMENT OF SHOP DRAWINGS.

19.

20.

21.

22.

23.

24.

25.



REVPROJECT NUMBER:

GENERAL NOTES: CONTRACTOR TO CHECK ALL DIMENSIONS ON SITE. REFER ANY DISCREPANCIES TO ARCHITECT FOR A DECISION, PRIOR TO COMMENCING ANY WORK OR PREPARING ANY SHOP DRAWING.

DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

As indicated


18-151

S001

SHEET 1GENERAL NOTES

SS

CDG

-

-

JAN 19

STRUCTURAL





PRECAST (TILT-UP) CONCRETEALL PRECAST CONCRETE IS TO COMPLY WITH THE SPECIFICATION.

COMPLY WITH ANY NATIONAL, STATE OR TERRITORY CODES OF PRACTICE OF

INDUSTRY STANDARD FOR PRECAST AND TILT-UP CONSTRUCTION FOR INCLUDING

BUT NOT LIMITED TO THE WORKSAFE WA, CODE PRACTICE, TILT-UP AND PRECAST

CONCRETE CONSTRUCTION, THE WORKSAFE VICTORIA, INDUSTRY STANDARD,

PRECAST AND TILT-UP CONCRETE FOR BUILDINGS OR THE WORKPLACE HEALTH

AND SAFETY QUEENSLAND, TILT-UP AND PRECAST CONSTRUCTION, INDUSTRY

CODE OF PRACTICE, AS APPLICABLE.

THE PRECAST CONCRETE SHALL COMPLY WITH AS3600 CONCRETE STRUCTURES,

AS3610 FORMWORK FOR CONCRETE AND PRECAST FLAT PANELS TO AS3850

TILT-UP CONCRETE CONSTRUCTION. PROVIDE A COPY OF AS3850 ON SITE FOR

ANY PRECAST FLAT PANELS ERECTED IN A VERTICAL POSITION. FORMWORK

SHALL BE CLASS 1 TO AS3610 UNLESS OTHERWISE NOTED. REFER ALSO TO

CIA Z48-2002, THE CIA PRECAST CONCRETE HANDBOOK. ALL STEEL ITEMS CAST

INTO THE CONCRETE SHALL COMPLY WITH AS4100, ALL WELDING SHALL COMPLY

WITH AS1554 AND ALL GRADE 4.6 BOLTS AND GRADE 8.8 SHALL COMPLY

WITH AS1111 AND AS1252 RESPECTIVELY.

FOR LOCATIONS AND DIMENSIONS OF PRECAST UNITS REFER TO THE

ARCHITECTURAL DRAWINGS.

THE PRECAST HAS TO BE DESIGNED FOR THE IN PLACE CONDITION AND THE

CONTRACTOR MUST MAKE AN ASSESSMENT AS TO ANY EXTRA REINFORCEMENT

ETC., THAT MAY BE REQUIRED TO SUIT THE PROPOSED TRANSPORTATION, HANDLING

AND ERECTION METHODS. ANY SUCH EXTRA MATERIALS OR OTHER HANDLING

REQUIREMENTS MUST BE ALLOWED FOR IN THE TENDER.

WHERE REQUIRED BY LEGISLATION OF TO SUIT STATUTORY REQUIREMENTS, USE

AN EXPERIENCED ENGINEER, DESIGNATED AS THE ERECTION DESIGN ENGINEER

WHO IS RESPONSIBLE FOR DESIGNING THE PRECAST FOR HANDLING AND ERECTION

INCLUDING BRACING. TILT-UP TO BUILDINGS, OR PORTIONS OF BUILDINGS THAT

ARE GREATER THAN ONE PANEL IN HEIGHT, OR INCORPORATE WALL PANELS

GREATER THAN 8m IN HEIGHT OR INCORPORATE WALL PANELS WEIGHING MORE

THAN 8 TONNE OR INCORPORATE WALL PANELS WHICH ARE NOT NOMINALLY

FLAT OR RECTANGULAR OR WHERE WALL PANELS ARE NOT DIRECTLY FIXED

AND SUPPORTED BY A FREE STANDING STRUCTURAL FRAME SHALL REQUIRE AN

ERECTION DESIGN ENGINEER.

THE CONTRACTOR SHALL SUBMIT FOR REVIEW IF REQUIRED BY THE SUPERINTENDENT,

FULL DETAILS IN WRITING OF THE PROPOSED HANDLING AND ERECTION OF PRECAST

PANELS INCLUDING A WORK METHOD STATEMENT. WHEN A DESIGN ERECTION ENGINEER

IS REQUIRED, SUBMIT THE COMPUTATIONS FOR ERECTION ON REQUEST. THIS REVIEW

SHALL COVER THE HANDLING PROCEDURE OF THE UNITS THROUGHOUT ALL STAGES

INCLUDING STRIPPING, LIFTING, STACKING, TRANSPORTING AND ERECTION. CONCRETE

STRESSES THROUGHOUT HANDLING SHALL NOT CAUSE CRACKING. THE REVIEW SHALL

INCLUDE THE LOCATION AND SIZE OF LIFTING AND BRACING INSERTS, TESTS OR

MANUFACTURER'S WRITTEN DATA PROVING THE CAPACITY OF LIFTING INSERTS,

BRACING INSERT, THE BRACING AND THE BRACE ANCHORS. ALL OF THIS WILL BE

DONE IN ACCORDANCE WITH AS3850 IF APPLICABLE.

REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, SETOUT, JOINT

LAYOUTS, REQUIRED REBATES, FERRULES, DRIPS, SEALS AND BAFFLES,

WATERPROOFING ETC. AND EDGE DETAILS FOR GLAZING AND WINDOWS, DOOR OPENINGS,

PANEL LOCATIONS AND DIMENSIONS AND THE LIKE. ARCHITECTURAL FIXINGS FERRULES

ARE TO BE LOCATED WHERE NECESSARY TO SUIT ARCHITECTURAL DETAILS.

ALL FLASHINGS SHALL BE FIXED TO CAST IN REGLETS. SAW CUTTING REGLETS

WITHOUT WRITTEN INSTRUCTIONS IS NOT PERMITTED.

THE CONTRACTOR SHALL REFER TO ALL OTHER TRADES TO ENSURE THAT OPENINGS

ARE LEFT WHERE NECESSARY AND THAT FIXINGS, FITTINGS AND ASSOCIATED

COMPONENTS REQUIRED BE INSTALLING ARE PROVIDED AND BUILT IN AS THE WORK

PROCEEDS.

SHOP DRAWINGS OF ALL PRECAST UNITS ARE TO BE DRAWN AND SUBMITTED TO THE

SUPERINTENDENT TO ENABLE REVIEW AND ALTERATIONS IF NECESSARY TO BE MADE,

PRIOR TO MANUFACTURE. REFER ALSO TO THE SPECIFICATIONS.

REFER TO THE SPECIFICATIONS FOR THE SUPPLY OF SAMPLES AND PROTOTYPES.

REINFORCING FABRIC IN PANELS SHALL BE OF ONE SHEET AND LAPPING IS NOT PERMITTED

UNLESS SHOWN ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE ENGINEER. ALL

REINFORCING SHOWN IS FOR THE PRECAST UNITS IN THEIR IN PLACE POSITION.

THE ONLY PLASTIC BAR CHAIRS TO SUPPORT REINFORCING AND HANG REINFORCING FROM

THE BACK OF THE PRECAST UNIT SO THAT THERE ARE NO EXPOSED BAR CHAIRS ON THE

EXPOSED FACES TO VIEW.

PROVIDE 1N12 TRIMMER BAR PER LAYER OF REINFORCING ALL ROUND, ALL EDGES OF THE

PRECAST UNITS. PROVIDE N12 CORNER BARS BY 1000 LONG FOR EACH LAYER OF

REINFORCING AT 45 DEGREES AT CORNERS OF DOORS AND WINDOW OPENINGS AND THE LIKE.

LAPS IN BARS = N12-300mm, N16-400mm, N20-500mm UNO.

BARS AND FABRIC TO HAVE A CRANK OF 1:6 MAX. U.N.O. ALL COGGED BARS AND

FITMENTS. TO HAVE 5db BENDS. PROVIDE AS ALTERNATIVE TO BARS PROTRUDING FROM

PRECAST UNITS FOR LAPPING WITH SLAB REINFORCEMENT,EITHER A CAST IN FERRULE

WITH SCREW IN BARS (SCREW IN BARS TO BE THREADED FROM A BAR LARGER THAN THE

FERRULE E.G USE N16 BAR FOR A M12 FERRULE) OR REID BAR COUPLERS WITH ANCHOR

BAR AND REID BAR DOWEL BAR, WHERE SUCH BARS WOULD INTERFERE WITH THE FIXING

OF FORMWORK OR REINFORCEMENT. SEEK APPROVAL FOR THESE ALTERNATIVES.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

FOR PANELS WITH A SINGLE LAYER OF REINFORCING AND VERTICAL GROUT TUBE

(DUCTS) PARALLEL TO THE PLANE OF THE REINFORCING, CUT THE HORIZONTAL

REINFORCEMENT LOCALLY FOR THE GROUT TUBE AND PROVIDE ADDITIONAL 2N12

BY 400mm LONG EACH SIDE OF GROUT TUBE HORIZONTALLY AT 100 CENTRES.

CONCRETE COVER ON EXPOSED FACE IS TO BE 40mm UNO. REBATES OF 15mm OR

LESS ON EXPOSED FACE REDUCE COVER TO 25mm OTHERWISE INCREASE COVER

FOR DEEPER REBATES. COVER ON INTERNAL FACE 30mm. TOLERANCE ON COVER

IS +5mm, -0mm UNO.

THE CONTRACTOR SHALL SUPPLY AND FIT LIFTERS AS REQUIRED TO HANDLE AND

ERECT THE PRECAST UNITS. THESE SHALL BE CAST IN PROPRIETARY LIFTERS. THEY

SHALL NOT BE LOCATED IN THE FACE WHICH IS EXPOSED TO THE VIEW IN THE

FINAL CONDITION.

ALL CAST-IN FERRULES AND ALL BRACING INSERTS (FERRULES) ARE TO BE

M20x95 UNO AND ARE TO BE REID ELEPHANT'S FEET FERRULES AND TO HAVE

N12x400 LONG CROSS BAR SECURELY ANCHORED BEHIND THE REINFORCING UOS.

ALL FERRULES ARE TO BE SUPPLIED BY REID OR AN APPROVED SUPPLIER AND

ALL FERRULES SHALL HAVE TEST DATA CONFIRMING THEIR LOAD CAPACITIES IN

ULTIMATE LIMIT AND WORKING LOAD LIMIT (WLL) TO AS3850.

PROVIDE DOWEL BARS EITHER AS A LOOSE BAR, OR A CAST IN BAR OR A BAR

SCREWED INTO A FERRULE OR COUPLER. PROJECTING FROM A PRECAST UNIT OR

FROM INSITU CONCRETE WHICH FITS INTO A GROUT TUBE IN THE MATING SECTION.

PROVIDE THREADED REINFORCING BAR (GRADE N500) WHERE SHOWN AND SCREWED

INTO A CAST IN FERRULE IN THE PRECAST UNIT. PROVIDE REID BAR SCREWED INTO

A REID COUPLER OR JOINER WHERE SHOWN ON THE DRAWINGS.

PROVIDE GROUT TUBES AS SHOWN MADE FROM THIN WALL GALVANISED METAL

DUCT (VSL ROUND DUCT) CAST INTO EITHER INSITU CONCRETE OR THE PRECAST

ELEMENT INTO WHICH A REINFORCING BAR, EITHER DOWEL BAR OR A BAR FROM

THE PRECAST UNIT WILL FIT AND IS THEN GROUTED IN PLACE. DO NOT USE

PLASTIC TUBE TO ENCAPSULATE THE DOWEL BAR.

PROVIDE THE PURPOSE MADE STEEL BRACKETS WITH BARS, BOLTS OR STUDS

WELDED TO THEM CAST INTO THE CONCRETE AND TO WHICH STRUCTURES IS

ATTACHED TO OR WHICH ARE USED TO BE SUPPORT FOR THE PRECAST UNIT ON

THE STRUCTURE. BOLTS AND STUDS TO PLATES AND BOLTS CAST INTO THE

PRECAST TO BE GRADE 4.6 UNO.

ALL PROPRIETARY CAST IN CONNECTOR PLATES SHALL CONFORM TO AS4100 WITH

APPROVED TEST DATA TO CONFIRM THE LOAD CAPACITIES USED ON REQUEST.

BOLTS AND STUDS TO PLATES AND BOLTS CAST INTO THE PRECAST ARE TO

BE GRADE 4.6 UNO.

THE METAL FIXINGS, FERRULES, BOLTS, NUTS, WASHERS, LIFTERS, CAST IN ITEMS

ETC. ARE TO BE HOT DIP GALVANISED IN ACCORDANCE WITH AS4680 UOS. USE

ONLY GRADE 4.6 OR 8.8 BOLTS AS SPECIFIED. DO NOT WELD, INCLUDING TACK

WELD, 8.8 BOLTS OR NUTS UNDER ANY CIRCUMSTANCES.

ALL PANELS ARE TO BE CONSTRUCTED FROM NORMAL WEIGHT CONCRETE. THE

CONCRETE IN THE PRECAST UNITS SHALL BE AS SHOWN ON THE DRAWINGS BUT

NOT LESS THAN f'c = 40MPa. THE MINIMUM CEMENT CONTENT FOR THE PRECAST

UNITS IS TO BE 420kg/m AND A WATER CEMENT RATIO NOT EXCEEDING 0.5 UOS.

THE CONTRACTOR SHALL SUBMIT HIS PROPOSED CONCRETE MIX DESIGN FOR

APPROVAL PRIOR TO CASTING OF UNITS.

COMPACT THE CONCRETE USING VIBRATING TABLE., VIBRATING FORM AND VIBRATORS

TO ACHIEVE DENSE WELL COMPACTED CONCRETE.

THE CONCRETE STRENGTH AT REMOVAL FROM MOULDS IS TO BE A MINIMUM OF 15MPa

ALL CONCRETE CORBELS TO THE PRECAST PANELS TO BE POURED MONOLITHICALLY

WITH THE PANEL.

THE PRECAST UNITS MUST BE STACKED IN SUCH A WAY THAT CRACKING WILL NOT

OCCUR AND WARPING IN EXCESS OF THAT GIVEN IN THE RELEVANT CODES WILL

NOT OCCUR.

ACCEPTANCE OF THE COMPLETED PRECAST UNITS BY THE SUPERINTENDENT WILL BE

UPON DELIVERY AND ERECTION ON THE SITE. PRECAST UNITS WHICH ARE CRACKED

OR DAMAGED ON DELIVERY IN ANY MANNER SHALL BE REJECTED PRIOR TO ERECTION.

LIKEWISE ANY PRECAST UNITS DAMAGED DURING OR FOLLOWING ERECTION, SHALL BE

REMOVED AND REPLACED BY THE CONTRACTOR OR WHERE APPROVED, SHALL BE

REPAIRED IN ACCORDANCE WITH THE SPECIFICATION.

DO NOT ERECT TILT-UP ON STRUCTURE SUCH AS SLABS ON GROUND UNTIL THEY ARE

AT LEAST 3 DAYS OLD AND HAVE REACHED THEIR DESIGN STRENGTH OR ON

SUSPENDED STRUCTURE UNTIL THEY ARE AT LEAST 28 DAYS OLD AND HAVE

REACHED THEIR DESIGN STRENGTH. SEEK APPROVAL IN WRITING TO REDUCE THESE

TIMES AND ALLOW FOR ALL COSTS OF INCREASED CONCRETE STRENGTHS, SHORING ETC.

IF APPROVAL IS GIVEN.

ERECT THE PRECAST UNITS IN A SAFE AND CORRECT MANNER IN ACCORDANCE WITH

RELEVANT CODES OR PRACTICE, LEGISLATION OR TO SUIT STATUTORY REQUIREMENTS.

THE ERECTION DESIGN WILL INCLUDE BUT NOT LIMITED TO THE FOLLOWING, LIFTING

INSERTS, RIGGING SYSTEM, BRACES, BRACE FIXINGS AND THE BRACE FOOTINGS. THE

ERECTION DESIGN ENGINEER IS TO CARRY OUT PERIODIC INSPECTIONS (2 MINIMUM

FOR EACH TYPE OF UNIT) OF THE BRACING ON SITE TO ENSURE THE INTENT OF THE

BRACING DESIGN IS BEING CARRIED.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

DESIGN THE BRACING TO WALL PANELS TO AS3850. ENSURE ALL WALL PANELS ARE

SECURELY FIXED AT THEIR BASE WITH AT LEAST TWO FIXING. ONE AT EACH END. DO

NOT USE FRICTION FOR RESTRAIN OF THE BASE OF THE PANELS UNLESS IT IS

POSITIVELY RESTRAINED. BRACING TO BE AT 45-60 DEGREES TO THE HORIZONTAL

AND TO CONNECT AT ABOUT 2/3 HEIGHT OF PANEL UNLESS OTHERWISE DESIGNED BY

THE ERECTION DESIGN ENGINEER. BRACING (PROPS) TO CONNECT TO M20 FERRULES

(BRACE INSERTS), CAST INTO THE BACK OF THE PRECAST PANEL WITH AN M20 BOLT

GRADE 8.8/S. ALL BRACING PROPS SHALL BE SUPPLIED BY RJB, SHISHAM DURAGAL

OR AN APPROVED SUPPLIER WITH TEST DATA FOR THEIR LOAD CAPACITY TO BE

SUPPLIED ON REQUEST.

PROVIDE 300mm MIN. BETWEEN BRACING INSERTS AND EDGE OF CONCRETE. USE.

PROPRIETARY BRACES (PROPS) WITH KNOWN WORKING LOAD CAPACITY

WITH A MIN. OF 2 BRACES PER PANEL. THE BRACE FOOTING IS TO BE DESIGNED FOR

THE TEMPORARY ERECTION LOADS AND IF IT IS A SEPARATE FOOTING IT MUST

BE FOUNDED IN UNDISTURBED NATURAL GROUND. IF THE BRACE FOOTING IS THE

FLOOR SLAB IT MUST BE A MIN. OF 125mm THICK WHERE THE BRACING INSERTS

ARE TO BE FIXED. THE FLOOR SLAB MUST ALSO BE CAST FOR AT LEAST 3 DAYS

WITH A MIN. STRENGTH OF 20MPa BEFORE ANY DRILLED FIXING CAN BE FIXED.

FOR DRILLED FIXINGS USED FOR BRACING INSERTS, USE THICK SHIELD, HIGH

PERFORMANCE, LOAD CONTROLLED ANCHORS WHICH HAVE BEEN TESTED IN

ACCORDANCE WITH APPENDIX A OF AS3850. LOAD CONTROLLED ANCHORS ARE TO

BE TORQUED UP TO THE REQUIRED TORQUE AS SPECIFIED BY THE MANUFACTURER

USING A CALIBRATED TORQUE WRENCH.

COILS BOLTS, DEFORMATION CONTROL ANCHORS OR CHEMICAL ANCHORS MUST NOT

BE USED.

ADVISE IN WRITING WHEN THE BRACING TO THE WALL PANEL IS TO BE REMOVED

IN ACCORDANCE WITH SECTION 7 OF AS3850. IF IT IS PROPOSED TO REMOVE THE

BRACES BEFORE THE STRUCTURE IS COMPLETE ENSURE THE STRUCTURE IS STABLE

AND IS ADEQUATELY BRACED TO ALLOW THE BRACING TO BE REMOVED AND SEEK

APPROVAL FOR THIS REMOVAL.

PROVIDE PROPPING AND BRACING OF PRECAST FLOOR UNITS AND PRECAST BEAMS

ALLOWING FOR OUT OF BALANCE FORCES DUE TO ERECTION OR CONSTRUCTION ON

ONE SIDE REQUIRED. ALLOW TO SUPPORT ALL CONSTRUCTION LOADS INCLUDING THE

FULL SELF WEIGHT OF THE COMPLETED FLOOR SYSTEM AND POSSIBLE LOCAL

CONCENTRATIONS OF LOAD DURING CONSTRUCTION.

ENSURE PROPS ARE VERTICAL AND BRACE TO PREVENT SIDE-SWAY AND LATERAL

MOVEMENT OF THE WHOLE ASSEMBLY AND THE BUCKLING OF INDIVIDUAL PROPS.

PLACE PROPS AND FORMWORK SUPPORTING PRECAST BEAM OVER COMPLETED

PRECAST CONCRETE BEAMS UNDER. DO NOT SUPPORT PROPS AND FORMWORK ON

PRECAST FLOOR PANELS.

ALSO PROVIDE PROPPING TO SUSPENDED INSITU CONCRETE STRUCTURE TO SUPPORT

ALL PRECAST ACTION (LOADS) WERE THE PRECAST IS TO BE ERECTED BEFORE THE

INSITU STRUCTURE HAS ACHIEVED ITS 28 DAY STRENGTH.

WHERE PRECAST IS TO BE ERECTED ON STEEL BEAM ENSURE THE BEAMS CANNOT

ROTATE AND ALLOW FOR LING AND LEVELLING.

ALL GAPS SHALL BE PROPERLY SEALED WHEN GROUTING UP THE PRECAST

CONNECTIONS TO AVOID THE GROUT FILLING THE GAP BETWEEN THE PANEL AND

THE STRUCTURE AND TO AVOID GROUT SPOILING THE FACE OF THE PANELS.

GROUT TO BE USED SHALL BE NON-SHRINK AND HAVE A 28 DAY CHARACTERISTIC

STRENGTH OF 60MPa. DETAILS OF THE PROPOSED GROUT USED TO BE SUBMITTED

TO THE SUPERINTENDENT FOR APPROVAL.

WHERE REQUIRED, SITE WELDING OF METAL FIXINGS MAY BE DONE WITHOUT

REMOVING THE GALVANISING PROVIDED THE CORRECT TYPE OF CELLULOSE

ELECTRODE TO AS1553 IS USED AFTER WELDING. COLD GALVANISE AFFECTED AREA.

REFER ALSO TO THE SPECIFICATION.

HIGH STRENGTH PLASTIC PACKERS TO BE USED FOR LEVELLING UNDER SUPPORT

POINTS OF LOAD BEARING PRECAST MAY BE LEFT PERMANENT PROVIDED THEY ARE

CENTRALLY LOCATED WITHIN THE EDGES OF THE PANELS, HAVE A MINIMUM OF

50mm GROUT COVER AND ENSURE BEARING PRESSURE LESS THAN 7MPa. REMOVE

PACKERS TO ALL COLUMNS.

PACKERS USED BETWEEN NON-LOADBEARING PANELS SHALL BE REMOVED IMMEDIATELY

FOLLOWING THE INSTALLATION OF THE UNITS UOS. WHERE PACKERS ARE USED TO

TAKE UP TOLERANCES, THE THICKNESS SHALL BE SUCH THAT NO MORE THAN 3

PACKERS REQUIRED PRIOR TO ADDITIONAL FLOOR AND WALL LOAD BEING APPLIED

TO THE PANEL. THE BED OF GROUT AT THE BASE MUST HAVE ACHIEVED FULL STRENGTH.

ALL LOAD BEARING PRECAST UNITS SHALL BE FULL GROUTED FOR THE FULL EXTENT

OF THEIR BEARING AREA UNLESS OTHERWISE NOTED OR APPROVED BY THE ENGINEER.

FIREPROOF CONNECTIONS AND JOINTS AS REQUIRED AND AS SET OUT ON THE

ARCHITECTURAL DRAWINGS TO GIVE THE REQUIRED FIRE RATINGS.

30.

31.

32.

33.

34.

35.

36.

37.

38.

39.



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 100


18-151

S002

SHEET 2

GENERAL NOTES

SS

CDG

-

-

JAN 19

STRUCTURAL





D

REFER PLAN FOR SETDOWN

LOCATION AND DEPTH

3D1

1½

D M

AX.

D

TYPICAL SLAB SETDOWN

250

1N12 CONTINUOUS TIED TO

UNDERSIDE OF REINF.

D

250

SLAB EDGE THICKENING (ET1)

6 WIDE x (40+D/2) DEEP SAWCUT

MADE 18-30 HOURS AFTER POURING

SLAB. SEAL WITH APPROVED SEALANT

STOP REINF. EACH SIDE OF

SAWCUT POSITION. ENSURE

ACCURATE POSITIONING OF BOTH

REINF. AND SAWCUT PERMANENT

MARKERS ON FORMWORK OF BY

OTHER APPROVED MEANS.

DD/2 4D

SAWCUT JOINT (SCJ)

TYP.

75

S25 MIN.

= GREATER THAN S1 OR S2 PLUS 25mm

MINIMUM OVERLAP

S2

NOTES:

1. REFER ALSO TO STANDARD DETAILS

TENSION LAP SPLICE CONVENTIONAL

FABRIC STANDARD DETAIL

℄

EDGE OF SLAB

NON-SHRINK GROUT INFILL

POURED AFTER MAIN SLAB.

1N16 TIED TO UNDERSIDE OF

SLAB REINFORCEMENT TYPICAL

'EJ' DETAIL APPLIES AROUND COLUMN

300 COG TYPICAL

EXPANSION JOINT (EJ) DETAIL WITH NO JOINT

N20x2000 LONG

RE-ENTRANT BAR IN SLAB

AT ALL RE-ENTRANT CORNERS

SCALE 1:20 SCALE 1:20 SCALE 1:20

SCALE 1:20

SCALE 1:20

PERIMETER DISTANCE TO ALLOW

FOR COLUMN BASE PLATE

1

1

600

℄

EDGE OF SLAB

MASS CONCRETE INFILL

POURED AFTER MAIN SLAB.

1N16 TIED TO UNDERSIDE OF

SLAB REINFORCEMENT TYPICAL

'EJ' DETAIL APPLIES AROUND COLUMN

REFER PLANS FOR JOINT TYPE.

300 COG TYPICAL

EXPANSION JOINT (EJ) AT JOINT LOCATIONS SCALE 1:20

X

MIN.

150

MAX.

450

FULLY SCABBLED JOINT

N12-300

N12-300 CONT.

(300 LAP)


N12-300

X

MAX.

450

MIN.

150

N12-300 CONT.

(300 LAP)

X

MAX.

200

MIN.

150 300

900 MAX. CRS


N12-300

TYPICAL PLINTH/KERB DETAILSSCALE 1:20

a) WHERE X ≤ 150mmb) WHERE X ≤ 1200mm c) WHERE X > 1200mm

NOTES:

1. ADD FURTHER ROWS BARS AT 900 MAX. CRS.

FOR WIDER PLINTHS

GALV. EDGE FORM

TO SERVICES CONTRACTORS

REQUIREMENTS

GALV. EDGE FORM

TO SERVICES CONTRACTORS

REQUIREMENTS

EXPANSION JOINT (EJ) AT INTERNAL COLUMN

℄

1N16 TIED TO UNDERSIDE OF SLAB

REINFORCEMENT TYPICAL

300

300

INFILL CONCRETE POURED

AFTER MAIN SLAB

REFER PLANS FOR JOINT TYPE.SHS COLUMN

COLUMN BASE PLATE

DISTANCE TO ALLOW FOR

SCALE 1:20

6x25 FORMED OR SAWCUT GROOVE

SEALED WITH APPROVED SEALANT.

SAWCUT TO BE MADE 18-30 HOURS

AFTER POURING SLAB.

STOP REINF. EACH

SIDE OF JOINT.

N/A FOR FIBRE REINF.

6mm GALVANISED DANLEY DIAMOND

DOWEL AT 450 MAX. CRS.

DD/2 4D

DOWELLED CONSTRUCTION JOINT (DCJ)

TYP.

75

6

SCALE 1:20

D

350

SLAB THICKENING (ST1) SCALE 1:20

1

1400

200

600 L

AP

'L' BARS TO MATCH

WALL VERTICAL REINF.

AFS WALL

SLAB REINF.

REFER TO PLAN

WPM

SLAB AS PER PLAN

12 BASE PLATE

20 NOMINAL GROUT

2M20 'U' BOLTS

(GALVANISED) CAST IN.

UNO

MIN.

250

TYPICAL COLUMN BASE PLATE DETAIL

COLUMN REFER

TO PLAN & SCHEDULE

REFER EXPANSION JOINT

DETAIL ON DRG. S005 FOR

BLOCKOUT AND INFILL DETAILS

1

1

UNO

250

DAMP PROOF

MEMBRANE

D



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 20


18-151

S005

SHEET 1

STANDARD DETAILS

SS

CDG

-

-

JAN 19

STRUCTURAL





GROUT

20 N

OMINAL

NON-METALLIC LEVELLING SHIMS.

FULLY GROUT PANEL/FOOTING

INTERFACE ON COMPLETION OF

LEVEL AND PLUMBED

THIS PORTION OF SLAB TO BE POURED

AFTER TILT-UP PANELS ERECTED

PLUMBED AND GROUTED

PANEL REINF. REFER

SCHEDULE ON DRG. S010

TYPICAL INTERNAL PANEL TO FOOTING DETAIL

100

DPM

250 U

NO.

NOMINAL NON

METALLIC SHIMS

NOMINAL NON

METALLIC SHIMS

℄

℄

FOOTING

FOOTING

℄FOOTING

℄FOOTING

TYPICAL PANEL LOCATING PFC & SHIM SETOUT

200

200 200

180PFC (150 PANEL), 150PFC (125 PANEL)

LOCATING PFC. FIX TO FOOTING WITH

1-M16 HILTI HIT HY150 CHEMICAL ANCHOR

OR APPROVED EQUIVALENT

180PFC (150 PANEL), 150PFC (125 PANEL)

LOCATING PFC. FIX TO FOOTING WITH

2-M16 HILTI HIT HY150 CHEMICAL ANCHORS

OR APPROVED EQUIVALENT

200

400

GROUT

20 N

OMINAL

250 U

NO.

H.D. GALVANISED LOCATING PFC AT EACH

PANEL JOINT AND PANEL ENDS. REFER

TYPICAL PANEL LOCATING PFC AND SHIM

SETOUT DETAIL




LEVEL AND PLUMBED

12mm REIDBAR x 800 LONG AT 2000

MAX. CRS. AND AT 200 MAX. FROM

ENDS CENTRAL TO SLAB

(NOT LESS THAN 3 PER PANEL)

12mm REIDBAR INSERT

PANEL REINF. REFER


TYPICAL EXTERNAL BOUNDARY PANEL TO FOOTING DETAIL

1000 DELAYED POUR STRIP

AFTER TILT-UP PANELS ERECTED PLUMBED AND GROUTED


425 MIN. LAP

SLAB MESH TO BE CONTINUOUS

ACROSS JOINT. MATCH

DELAYED POUR STRIP REINFT.

WITH MAIN SLAB REINFT.

DPM

150 x 8 PL. FLAT. 6 CFW

TO PFC

150 x 8 PL. FLAT. 6 CFW TO PFC

GROUT

20 N

OMINAL

250 U

NO.

TOP OF FOOTING LEVEL CAN

BE UP TO SSL -500mm WHERE

DOWN PIPE OCCURS (IF REQUIRED)

TO AVOID CLASH

H.D. GALVANISED LOCATING PFC AT EACH

PANEL JOINT AND PANEL ENDS. REFER

TYPICAL PANEL LOCATING PFC AND SHIM

SETOUT DETAIL




LEVEL AND PLUMBED

12mm REIDBAR x 800 LONG AT 2000

MAX. CRS. AND AT 200 MAX. FROM

ENDS CENTRAL TO SLAB

(NOT LESS THAN 3 PER PANEL)

12mm REIDBAR INSERT

PANEL REINF. REFER


TYPICAL EXTERNAL PANEL TO FOOTING DETAIL

1000 DELAYED POUR STRIP

AFTER TILT-UP PANELS ERECTED PLUMBED AND GROUTED


425 MIN. LAP

SLAB MESH TO BE CONTINUOUS

ACROSS JOINT. MATCH

DELAYED POUR STRIP REINFT.

WITH MAIN SLAB REINFT.

DPM

BOUNDARY

600 TYP.

600 TYP.

300 COG WHERE STRIAGHT

BAR CANNOT BE ACHIEVED

1N12 DIAGONAL BAR

1N12 TRIMMER BAR

EACH SIDE AND TOP

NOTE:

MAINTAIN 50 COVER

TO DOOR PENETRATION

600 T

YP.

600 TYP.

NOTE:

MAINTAIN 50 COVER

TO DOOR PENETRATION

300 COG WHERE STRIAGHT

BAR CANNOT BE ACHIEVED

FROM EDGE

300 MIN.1000 MAX.

1000 M

AX.

1N12 DIAGONAL BAR

AT CORNERS TYP.

TYPICAL TRIMMERS AT DOOR/OPENINGS TYPICAL TRIMMERS AT PANEL PENETRATION

REFER WALL SCHEDULE ON

DRAWING S400

NOTE:

1. N12 PERIMETER BAR CENTRAL. COGGED 300

U.N.O.

2. DETAILS APPLY UNLESS NOTES

OTHERWISE ON MAIN PANEL ELEVATIONS.

TYPICAL PANEL REINFORCEMENT

SILICON SEALANT AND

BACKING ROD EACH FACE

20 GAP15x15 CHAMFER

PANEL THICKNESS

REFER TO SCHEDULE

TYPICAL PANEL JOINT DETAIL

EDGE BARS AS PER

TYPICAL PANEL REINF.

WHERE E

DGE D

ISTANCE <

500mm

N10

-200 L

IGS

SLAB AT DOOR OPENING

300 MIN.

PROVIDE ADDITIONAL 3-N16 AT

100 CTS. AT INCOMING ROOF

MEMBER HEIGHT

REFER TYPICAL PANEL

JOINT DETAIL

TYPICAL PANEL TO COLUMN CONNECTION DETAIL

1-M20 FERRULE WITH

N12 x 300 LONG CROSS BAR

200200

1-M20 BOLT IN 26 DIA.

HOLE

12 PLATE FIXING CLEAT.

FSBW TO COLUMN

COLUMN. REFER PLAN



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

As indicated


18-151

S006

SHEET 2

STANDARD DETAILS

SS

CDG

-

-

JAN 19

STRUCTURAL





AT JOINT

PANEL

PANEL

6/M20 GALV. BOLTS IN

50 WIDE HORIZONTALLY

SLOTTED HOLES

(M20 GRADE 4.6S

THROUGH PANEL WHEN

FIXING BOTH SIDES)

3/M20 CAST IN FERRULES

AT 200 VERT. CRS. TO

EACH PANEL

EX 16 PL 60 EDGE DISTANCE

MIN. TYP. TO SLOTTED HOLE

SUPPORTING CLEAT

FOR INCOMING BEAM


(200 MIN EDGE DISTANCE

ALL DIRECTIONS UNO)

(M20 GRADE 4.6S

THROUGH PANEL WHEN

FIXING BOTH SIDES)

N12 CROSS BAR 1200

LONG (COGGED AT

CORNERS WHERE

APPLICABLE)

200

200

NOM.

20

200200

SUPPORTING CLEAT DETAILS FOR INCOMING BEAMS

(BEAMS 360UB-460UB)

TYPICAL PANEL TO PANEL CONNECTION

4/M20 GALV. BOLTS

IN 50 SLOTTED HOLES

SLOTTED VERT. ONE

SIDE , HORIZ. OTHER

SIDE OF JOINT


AT 200 VERT. CRS. TO

EACH PANEL

450x300x16 PL

200

NOM.

20

150150

150

75

6020020 UNO

26x50 LONG HORIZONTAL

SLOTTED HOLES

GUSSET

10 PLATE AT MID DEPTH

16 PLATE

26x50 WIDE VERTICAL

SLOTTED HOLES

2M20 FERRULES AT

200 VERTICAL CRS

N12x1200 LONG CROSS

BAR THROUGH BOTH

FERRULES TYPICAL

4M20 FERRULES AT

200 VERTICAL CRS

TYPICAL CORNER PANEL CONNECTION

PLAN DETAIL

200

20 U

NO

4M20 FERRULES AT

200 VERTICAL CRS

N12x300 LONG CROSS

BAR THROUGH BOTH

FERRULES TYP.

50 DIA. HOLES FOR

M16 BOLTS WITH

WELDED 6mm PLATE

WASHERS

10 PLATE

SINGLE LINE OF

BOLTS 2M20 FERRULES AT

200 VERTICAL CRS.


SLOTTED HOLE. WASHERS

TO SUIT.

TYPICAL CORNER BRACE/PANEL CONNECTION

AT JOINT

SUPPORTING CLEAT DETAILS FOR INCOMING BEAMS

(BEAMS 310UB OR SMALLER)

PANEL

4/M20 GALV. BOLTS

IN 50 WIDE HORIZONTALLY

SLOTTED

HOLES. TO EACH PANEL

(M20 GRADE 4.6S

THRU PANEL WHEN

FIXING BOTH SIDES)

2/M20 CAST IN

FERRULES

AT 200 VERT. CRS TO

EACH PANEL

EX 16 PL, 60 EDGE DIST

MIN TYP. TO SLOTTED

HOLES

SUPPORTING CLEAT

FOR INCOMING BEAM

20 NOM.

200200200

50 DIAMETER HOLES TO

20 PLATE WITH SITE

WELDED 6mm PLATE

WASHER

60

60

60 60

50 DIAMETER HOLES TO

20 PLATE WITH SITE

WELDED 6mm PLATE

WASHER

60

60

6060

60

60

60

6060

PANEL

6/M20 GALV.

BOLTS

PANEL

4/M20 GALV. BOLTS

(M20 GRADE 4.6S

THROUGH PANEL WHEN

FIXING BOTH SIDES)

EX 16 PL

SUPPORTING CLEAT

FOR INCOMING BEAM


(200 MIN EDGE DISTANCE

ALL DIRECTIONS UNO)

(M20 GRADE 4.6S THROUGH

PANEL WHEN FIXING BOTH

SIDES)

N12 CROSS BAR 1200

LONG (COGGED AT

CORNERS WHERE

APPLICABLE)

EX 16 PL

300

200

300

200

300

200

200

200

SUPPORTING CLEAT

FOR INCOMING BEAM

B

B

A

A

SECTION B-B

SECTION A-A

A

A

B

B

20 U

NO

TYPICAL BRACING/PANEL CONNECTION

200

200

50 DIA. HOLES FOR

M20 BOLTS WITH

WELDED 6mm PLATE

WASHERS

2M20 FERRULES AT

200 VERTICAL CRS.



TO SUIT.

REFER PLAN IF

BRACE IS APPLICABLE

10 PLATE AT MID

HEIGHT OF 16 PLATE

16 PLATE x 300 DEEP

N12x300 LONG TIE RODS TYP.

TYPICAL BRACING/PANEL CONNECTION

50 DIA. HOLES FOR

M20 BOLTS WITH

WELDED 6mm PLATE

WASHERS

2M20 FERRULES AT

200 VERTICAL CRS.



TO SUIT.

REFER PLAN IF

BRACE IS APPLICABLE

10 PLATE AT MID

HEIGHT OF 16 PLATE

16 PLATE

N12x300 LONG TIE RODS TYP.

200

200

20 U

NO

TYPICAL BEAM/PANEL CONNECTION

200

200

50 DIA. HOLES WITH

WELDED 6mm PLATE

WASHERS

2M20 FERRULES AT

200 VERTICAL CRS.



TO SUIT.

10 PLATE BRACING CLEAT

F.S.B.W TO PLATE TYP.

FERRULES WITH

N12x300 LONG

AS PER BEAM

BRACKET DETAILS

DISPLACEMENT U

NO

50 M

AX.

TYPICAL BEAM/PANEL CONNECTION

26 DIA. HOLES

CONNECTING PLATE REFER

BEAM BRACKET DETAILS

FERRULES WITH

N12x300 LONG

AS PER BEAM

BRACKET DETAILS

200

200

SCALE 1:10 SCALE 1:10 SCALE 1:10 SCALE 1:10

REFER PLAN IF

BRACE IS APPLICABLE

REFER PLAN IF

BRACE IS APPLICABLE

10 PLATE BRACING CLEAT

F.S.B.W TO PLATE TYP.

NOTE

ALL PANELS TO HAVE A MINIMUM OF 2

PLATE CONNECTIONS AT ROOF LEVEL

150 x 12 END PL.

2-M20 HILTI HIT HY150

CHEMICAL ANCHORS OR

APPROVED EQUIVALENT

PROVIDE PL. PACKERS TO

SUIT

10 PL. CLEAT

2-M20 8.8/S BOLTS

REFER TYPICAL

SUPPORTING CLEAT

DETAILS FOR

INCOMING BEAMS

PANEL JOINT

20 NOM.

150 150

TYPICAL WALL BEAM CONNECTION DETAIL

AT JOINT

PANELPANEL

WALL BEAM

TYPICAL WALL BEAM END CONNECTION

DETAIL TO PANEL

TYPICAL WALL BEAM END CONNECTION

DETAIL TO STEELWORK

A1S007

2-M20 HILTI HIT HY150

CHEMICAL ANCHORS OR

APPROVED EQUIVALENT

125 x 75 x 10 EA

x 200 LONG

2-M20 8.8/S BOLTS



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 10


18-151

S007

SHEET 3

STANDARD DETAILS

SS

CDG

-

-

JAN 19

STRUCTURAL

VIEWS007 1 : 10

A1





TYPICAL PURLIN LAP DETAILSSCALE 1:10

900 LAP UNO

8 PLATE CLEAT

2M12 PURLIN BOLTS

PURLIN. REFER TO

PLAN & SCHEDULE

FOR SIZES

BEAM

END PLATE

FSBW

CLEAT

FACE O

F S

UPPORTING M

EMBER

2 BOLT - SECTION VIEW

2 BOLT - PLAN VIEW

MEMBER No. OF BOLTS CLEAT THICKNESS END PL. THICKNESS

TYPICAL ROOF PENETRATION TRIMMER DETAIL

SCALE 1:10

ROOF PURLINS

C10019 TRIMMER

PURLINS

LBI GENERAL PURPOSE

BRACKET 2M12 4.6/S

END. TYPICAL

C10019 TRIMMER

PURLINS

Z15015 TRIMMER

PURLINS

(MINOR PENETRATION ONLY)

R6 HOOKED THROUGH

PURLIN AT MID-DEPTH

AND LOOPED AROUND

ANGLE BRACE AT

EVERY 2nd PURLIN

SAG ROD TO PASS

THROUGH PURLIN

AT MID-DEPTH

ROOF BRACING

REFER ROOF PLAN

R12 SAG ROD HOOKED ONE

END AND THREADED FOR

M12 NUT OTHER END

ROOF PURLIN REFER

ROOF PLAN

TYPICAL SAG ROD DETAILSSCALE 1:10

PROVIDE SAG RODS TO ALL ANGLE ROOF BRACING

MEMBERS (REFER ROOF PLAN)

8 CFW

TYPICAL SHS/RHS/CHS CONNECTION DETAILS

PURLIN CLEATS AND BOLTING

TO PURLIN MANUFACTURERS

RECOMMENDED DETAILS UNO.

WHERE ANGLE CANNOT BE CONCEALED

IN THE CEILING ROTATE VERTICAL LEG

TO SUIT

'RA' RAKING ANGLE TYPICAL WITH

1M12/20 HSL-3 ANCHOR OR APPROVED

EQUIVALENT AT EACH PURLIN

LOCATION AND WITHIN 150mm FROM

EACH END OF ANGLE.

SUPPLY RAKING ANGLE IN LENGTHS

SUITABLE FOR EASY HANDLING ON

SITE, BUT NO LENGTH TO BE LESS

THAN PURLIN SPACING PLUS 200mm

NOMINAL CEILING LINE

TYPICAL RAKING ANGLE CONNECTION

EQ

EQ

75 SHS

100 SHS

150 SHS

100x50 RHS

114 CHS

140 CHS

2-M20 8.8/S

2-M20 8.8/S

4-M20 8.8/S

2-M20 8.8/S

2-M20 8.8/S

4-M20 8.8/S

10

10

10

10

10

10

10

12

12

12

12

12

12 PL. CAP

4-M20 8.8/S BOLTS

10 PL. STIFFENER

EACH SIDE

NOTE:

1. BEAM MAY ALSO BE ON SLOPE, IN THIS CASE STIFFENERS

TO REMAIN VERTICAL.

2. COLUMN MAY BE UB/UC SECTION ALSO.

TYPICAL BEAM TO COLUMN DETAIL

COLUMN UNDER

TOP OF RAFTER

FACE O

F C

OLUMN

DIM 'X'

DIM 'X'

2M12 BOLTS

PURLIN CLEAT

2M12 BOLTS

GIRT CLEAT

PURLIN/GIRT CLEAT SCHEDULE

DIM 'X' PURLIN/GIRT CLEAT0-10

11-40

41-150

151-500

501-800

8 PLATE

60x10 PLATE

75x10 PLATE

75x8 EA

90x10 EA

NOTE: REER ARCHITECT'S DETAILS TO ENSURE

DEPTH OF BOX GUTTERS ARE ACHIEVED

TYPICAL PURLIN CLEAT DETAILS

REFER SCHEDULE No. 1

FOR CLEAT SIZES

COPE TOP & BTM FLANGE

AS REQUIRED

FACE OF COLUMN, WEB

OR FLANGE

NOTE:

PROVIDE 10mm BACKING PLATE

WHEN CONNECTING TO SHS COLUMN


FOR BEAM SIZE AND

BOLT DETAILS

BEAM/COLUMN CONNECTION SCHEDULE No. 1

BEAM SIZE CLEAT PLATE No. OF BOLTS150,200,250 PFC

300 PFC

310 UB & UC

360 UB

10mm

10mm

10mm

10mm

2-M20 8.8/S

3-M20 8.8/S

3-M20 8.8/S

3-M20 8.8/S

TYPICAL BEAM/COLUMN CONNECTION DETAIL

NOTE:

6mm CFW BOTH SIDES FOR 10 PLATE


FOR CLEAT SIZES

COPE TOP FLANGE

AS REQUIRED


FOR BEAM SIZE AND

BOLT DETAILS

COPE BTM FLANGE

AS REQUIRED

BEAM SIZE VARIES

TYPICAL BEAM FLYBRACE DETAILSSCALE 1:10

BEAM. WHERE

APPLICABLE

8 PLATE CLEAT

2M12 PURLIN BOLTS

PURLIN. REFER TO

PLAN & SCHEDULE

FOR SIZES

50x50x5EA BRACE

1M12 BOLT TO PURLIN

6 PLATE CLEAT

6 CFW

1M12 BOLT

END PLATE

FSBW

CLEAT

FACE O

F S

UPPORTING M

EMBER

4 BOLT - SECTION VIEW

4 BOLT - PLAN VIEW

8 CFW

900 LAP UNO

8 PLATE CLEAT

2M12 PURLIN BOLTS



8 PLATE CLEAT

2M12 PURLIN BOLTS

6 PLATE CLEAT

1M12 PURLIN BOLTS TYP.

50x50x5EA BRACE

1M12 BOLT TO PURLIN

MEMBER

75x75 SHS

125x125 SHS

A

250

310

BOLTS

2-M20 U BOLTS

2-M20 U BOLTS

X

A

XA

BASE PLATE

THICKNESS "T"

6mm CFW

X

170

220

T

12

16

TYPICAL SHS BASE PLATE DETAILS

L

3d

d

'B' sq

E/2

Et

GRADE 4.6 BOLT

OR M.S. ROD WITH

THREADED END

H.D BOLTS

2/W6 LIGS TO

H.D. BOLTS

ACCURATELY SET

OUT H.D BOLTS

6

6

TYPICAL HOLDING DOWN BOLT DETAIL

BOLT DIA.

'd'

16

20

24

EMBEDMENT

(MIN.) 'E'

200

250

300

LENGTH 'L'

320

370

450

SQUARE PLATE

'B'

65

75

100

't'

10

12

16

TYPICAL HOLDING DOWN BOLT DETAILSCALE 1:10

1. ALL HOLDING DOWN BOLTS TO BE HOT DIP GALVANISED.

2. ALL HOLDING DOWN BOLTS TO BE SECURELY FIXED AND HELD

IN POSITION DURING CONCRETE PLACEMENT TO THE

ARCHITECT'S APPROVAL.

3. SURVEY LOCATION OF ALL HOLDING BOLTS PRIOR TO PLACING

CONCRETE.

GROUT INFILL ON

COMPLETION

70

550

300

40

200

65

TYPICAL SC1 BASE PLATE DETAILS

20mm BASE PLATE

THICKNESS

8mm CFW

6-M24 HD BOLTS.

REFER DETAIL



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 10


18-151

S008

SHEET 4

STANDARD DETAILS

SS

CDG

-

-

JAN 19

STRUCTURAL





UP

A

1

2

3

4

5

B C D E F G H I

150

SCJSCJ SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ100

B O U N D A R Y

B O U N D A R Y

PF3

PF3

PF2

PF2

PF2

PF1

PF1PF1 PF1 PF1 PF1

PF4

PF4

PF4

PF5

PF3PF3

SF2

SF1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

DF1

DF1DF1

DF1

DF1

DF1

DF1

DF1

SF2SF2SF2SF2

STEP

STEP

STEP

STEP

PJ PJPJ PJ PJ PJ PJ

PJ

PJPJPJPJPJPJ

PJ

PJ

PJPJ

PJ

PJ

PJ

PF6 PF6SC2

SC2

PW3PW3

PW3 PW2 PW2 PW2 PW2 PW2

PW3

PW3

PW3 PW3 PW3

PW4

PW4

PW4

PW1

PW1

PW2

PW3 PW3PW3

PW3PW3

S.1S250

S.2S250

S.5S351

SC3

SC3

PF7

SC3

SC3

PF7

PF7

SC3

PF7

BR2

REFER SHEET S201 FOR

CRANE MAINTENANCE

PLATFORM LAYOUT

PLAN AND DETAILS

PF4 PW3PJ

PF4PJ

PF4PJ

PW3 PW3

PJ PJ PJ PJ PJ

PW2PW2PW2PW2PW2

LEGEND

DENOTES SLAB THICKNESSXXX

DENOTES 1000mm WIDE DELAYED POUR STRIP. UNO

STEP DENOTES SLAB STEP

DENOTES SAW CUT JOINTSCJ

PWX DENOTES PRECAST WALL TYPE. REFER

DRAWING S041 FOR SPECIFICATIONS.

RE DENOTES 2-N12x1200 LONG RE-ENTERANT BARS

TO ALL INTERNAL SLAB CORNERS

DENOTES 40mm WET AREA SETDOWN

DENOTES DOWELLED CONSTRUCTION

JOINT

DCJ

NOTES:

1. FOR GENERAL NOTES REFER TO DRAWINGS S001 AND S002.

2. REFER ARCHITECTURAL DRAWINGS FOR SETOUT.

3. OFFICE SLAB ON GROUND TO BE 100mm THICK, SL72 MESH, 30 TOP COVER.

4. WORKSHOP SLAB ON GROUND TO BE 150mm THICK, SL82, 30 TOP COVER.



N

REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 100


18-151

S101

PART PLAN 1

GROUND LEVEL GENERAL ARRANGEMENT

SS

CDG

-

-

JAN 19

STRUCTURAL

SCALE: 1 : 100

GROUND LEVEL - PART PLAN 1

FOUNDATION SCHEDULE

MARK Description

REINFORCEMENT

COMMENTSBOTTOM TOP

PF1 1900 SQ x 400 D N16-200 EW N16-200 EW

PF2 1500 SQ x 400 D 2 LAYERS SL72 MESH -


PF4 900 SQ x 400 D 1 LAYER SL72 MESH -

PF5 600 x 2000 x 400 D 2 LAYERS SL72 MESH -

PF6 1250SQ x 400D 1 LAYER SL72 MESH -


SF1 1000W x 350D

SF2 1500W x 400D N12-200 EW N12-200 EW

STRUCTURAL COLUMN SCHEDULE

MARK SIZE COMMENTS

DF1 180 PFC SLIDING DOOR FRAME

SC1 460 UB 67.1 FLYBRACE AT 1/4 POINTS

SC2 125 x 125 x 5.0SHS

SC3 75 x 75 x 4.0SHS

WALL SCHEDULE

MARK SIZE COMMENTS

PW1 230mm THICK CONCRETE PANEL SL82 MESH EF

PW2 175mm THICK CONCRETE PANEL SL92 MESH CENTRAL







Bernard

Length Measurement

59.3 m

1

2

3

4

5

I J K L M

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

PF1 PF1 PF1 PF1 PF1

PF2

PF2

PF2

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

150

PJ PJ PJPJ

PJ

PJ

PJ

PJ

PJPJPJPJPJ

PJ

PF4

PW2 PW2 PW2 PW2

PW2

PW3

PW3

PW3

PW3

PW3PW3PW3

PW3

REFER SHEET S201 FOR

CRANE MAINTENANCE

PLATFORM LAYOUT

PLAN AND DETAILS

SC3

SC3

BR2

BR2

BR2

PJPJPJ

PW2 PW2 PW2 PW2PJ

PW3 PF4PJPJ

PF4PW3PJ

PF4PW3

LEGEND


DENOTES 1000mm WIDE DELAYED POUR STRIP. UNO


DENOTES SAW CUT JOINTSCJ

PWX DENOTES PRECAST WALL TYPE. REFER

DRAWING S041 FOR SPECIFICATIONS.




DENOTES DOWELLED CONSTRUCTION

JOINT

DCJ

NOTES:

1. FOR GENERAL NOTES REFER TO DRAWINGS S001 AND S002.

2. REFER ARCHITECTURAL DRAWINGS FOR SETOUT.

3. OFFICE SLAB ON GROUND TO BE 100mm THICK, SL72 MESH, 30 TOP COVER.

4. WORKSHOP SLAB ON GROUND TO BE 150mm THICK, SL82, 30 TOP COVER.



N

REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 100


18-151

S102

PART PLAN 2


SS

CDG

-

-

JAN 19

STRUCTURAL

SCALE: 1 : 100


FOUNDATION SCHEDULE

MARK Description

REINFORCEMENT

COMMENTSBOTTOM TOP

PF1 1900 SQ x 400 D N16-200 EW N16-200 EW




PF5 600 x 2000 x 400 D 2 LAYERS SL72 MESH -

PF6 1250SQ x 400D 1 LAYER SL72 MESH -


SF1 1000W x 350D

SF2 1500W x 400D N12-200 EW N12-200 EW


MARK SIZE COMMENTS



SC2 125 x 125 x 5.0SHS

SC3 75 x 75 x 4.0SHS

WALL SCHEDULE

MARK SIZE COMMENTS









A

1

2

3

4

B C D

RB1

RB1

BR1 BR1

RA1

RA1

BR1BR1

BR1 BR1 BR

1 BR1

ST1ST1ST1

P1

HATCHING DENOTES

BOX GUTTER

S.1S250

S.2S250

PJ PJ PJ

PJ

PJ

PJPJ

PJ

PJ

PJ

S.4S350

A

1

2

3

4

B C D

STEP

200

KINGFLOR

PROP LINE

PROP LINE

PROP LINE

PROP LINE

FB1

N16-300

SC2 UNDER

SC2 UNDER

S.1S250

S.2S250

FA1

FA1

N16-250

DOWEL BARS

N16-250

DOWEL BARS

N16-250

DOWEL BARS

N16-250

DOWEL BARS

N16-250

DOWEL BARS

PJ PJ PJ

PJ

PJ

PJ

PJPJ

PJ

PJ

PJ

4000 L

ONG

FB1

SP

SC3 UNDER

SC3 UNDER

FB2

FB2

FB2

FB2

FB2

OR2

OR2

OR2

OR2

OR2

OR2

OR2

OR2

OR2

OR2

OR2

OR2

OR2

FP1

FP1 MEZZANINE ROOF

STRUCTURE

(SHADED)

SPEED BRACING

(TYP)

FIX FB2 TO PANEL VIA

M12 HILTI HIT-HY270

ANCHORS AT 900 MAX. CTS.

LEGEND






DENOTES 200 THICK KF57, 1.0BMT CONCRETE SLAB.

SL81 MESH TOP.

2 ROWS OF PROPS PER SPAN.

1. FOR REINFORCEMENT SIZE, SPACING AND DIMENSIONS REFER TO PLAN.

2. ALL BOTTOM BARS TO BE PLACED IN KINGFLOR TRAYS BEFORE MESH

IS LAID AND SECURELY TIED TO SUPPORTING REINFORCEMENT.

3. ALL TOP BARS TO BE PLACED ON TOP, AND TIES TO THE MESH.

4. KINGFLOR PANELS TO HAVE SIDE LAPS FASTENED AT 1800mm

MAXIMUM CENTRES. WITH No. 12 x 20 SELF DRILLING SCREWS.

5. BEFORE PLACING CONCRETE, ENSURE THAT KINGFLOR PANELS ARE

FREE OF DEBRIS AND SUBSTANCES WHICH COULD ADVERSELY AFFECT

STEEL/CONCRETE BOND.

6. CONCRETE TO CONFORM TO THE SPECIFICATION, AND SHALL BE FREE

OF ADMIXTURES CONTAINING CALCIUM CHLORIDE, SALTS OR

SUPERPLASTICIERS.

7. KINGFLOR PANELS TO BE SECURELY FIXED OF HELD DOWN TO

RPEVENT DISPLACEMENT UNDER CONSTRUCTION LOADS OR WIND

UPLIFT PRIOR TO CONCRETING ALL IN ACCORDANCE WITH 'SPECIFYING

FIELDERS - KINGFLOR'

8. MINIMUM BEARING WIDTH OF PANELS ON SUPPORT WALLS AND

BEAMS SHALL BE 50mm (ADJUST TO SUIT DESIGN).

9. PROVIDE 'ALCOR' STRIP OR SIMILAR APPROVED BOND BREAKER TO

ALL MASONRY WALLS UNDER SLAB.

10. USE KINGFLOR PANELS CONTINUOUS LENGTHS OVER A MINIMUM OF

TWO SPANS INTERNALLY UNLESS NOTES OR SHOWN OTHERWISE.

11. NO MASONRY SHALL BE LAID ON THE SLAB WHILST IT IS PROPPED.

KINGFLOR NOTES:



N

REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 100


18-151

S200

FIRST FLOOR GENERAL ARRANGEMENT AND OFFICE ROOF

SS

CDG

-

-

JAN 19

STRUCTURAL

SCALE: 1 : 100

ROOF FRAMING PLAN

SCALE: 1 : 100

FIRST FLOOR GENERAL ARRANGEMENT

STRUCTURAL STEELWORK SCHEDULE

MARK SIZE COMMENTS

BR1 75 x 5 EA

BR2 65 x 5 EA

CB1 530 UB 92 + 300 PFC CRANE BEAM


DH1 150 x 90 x 8UA SLIDING DOOR HEADER

FA1 125 x 8EA

FB1 250 UB 37

FB2 200 PFC

FB3 75 x 4.0 SHS

FP1 C250 15

G1 C150 15 AT 450 MAX. CTS.

J1 C150 15 AT 450 MAX. CTS.

OR1 530 UB 92 CRANE BEAM OUTRIGGER

OR2 150 UC 30

P1 Z200 15 AT 1200 MAX. CRS. 2 ROWS OF BRIDGING


P3 C100 12

RA1 150 x 90 x 8UA

RB1 360 UB 44.7

ST1 125 x 5.0 SHS

ST2 150 x 5.0 SHS

ST3 150 x 5.0 SHS

WB1 200 PFC WALL BEAM. REFER TYP. DETAILS ON S007





A B C DS.1S250

D

S250

SC3

PF7PF2PF5

FB2

RB1

RB1

RA1

RA1

OR2

OR2

E

S250

1234

S.2S250

RB1

SC2

SF1

PF6PF3

A

S250

B

S250

OR2

OR2

FP1

FP1

C

S250

12

FA1

N16-250 DOWEL BARS

x 500 LONG

SL81 MESH

PW3

FIXED TO PANEL VIA

M16 CHEMICAL ANCHORS

AT 300 CTS. TYP.

3

SC2

19 DIA STUDS AT 300 CTS. TYP.

150 HIGH CENTRAL

10 PLATE CLEAT

3-M20 8.8/S BOLTS

TYP.

50 C

OVER

A

N16-250 DOWEL BARS

x 500 LONG

SL81 MESH

D

FB2

SC3

FB2

10 END PLATE

4-M12 HILTI HIT-HY270

ANCHORS (TYP)

8 PLATE CLEAT

2M12 BOLTS (TYP)

10 CAP PLATE

2-M16 BOLTS

(PER BEAM)

MITRE AND FULLY WELD

BEAMS AT CORNERS

FLOORING TO ARCHITECTS'

SPECIFICATIONS

4

8 PLATE CLEAT

2M12 BOLTS (TYP)

10 PLATE CLEAT

4M12 BOLTS (TYP)

10 PLATE CLEAT

2M12 BOLTS (TYP)

OR2FP1

FP1

20 END PLATE

4-M12 HILTI HIT-HY270

ANCHORS (TYP)

CLADDING TO

ARCH. DETAILS



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

As indicated


18-151

S250

FIRST FLOOR LEVEL

SECTIONS AND DETAILS - SHEET 1

SS

CDG

-

-

JAN 19

STRUCTURAL

NOTE:

SITE AND SHOP WELDED STUDS TO BE IN

ACCORDANCE WITH AS1554 (PART 2) WELDING

OF STEEL STRUCTURES AND AS2327 (PART 1)

COMPOSITE CONSTRUCTION CODE SIMPLY

SUPPORTED BEAMS

SECTION 1 : 100S101

S.2SECTION 1 : 100S101

S.1

DETAIL 1 : 20S250

A DETAIL 1 : 20S250

B

DETAIL 1 : 20S250

D DETAIL 1 : 20S250

E

DETAIL 1 : 20S250

C


A 08.02.19 ISSUED FOR BUILDING LICENCE SS CDG


STEP LADDER UP

PJ1

2

I

SC3

SC3

PF7 PF7

PF7

SC3

SC3

LOWER SC3 COLUMN TO

STRIP FOOTING BELOW

(THIS LOCATION ONLY)

SC1

EXTENT OF CRANE MAINTENANCE

PLATFORM OVER

S.6S251

S.7S251

1

2

I

SC3 UNDER

SC3 UNDER

SC3

SC3

FB2

FB2

FB2

SPEED BRACING

FB2

J2

S.6S251

S.7S251

LEGEND






DENOTES 200 THICK KF57, 1.0BMT CONCRETE SLAB.

SL81 MESH TOP.

2 ROWS OF PROPS PER SPAN.

I

S.7S251

BR2 BR2

SC3

SC3

FB3

BR2 BR2

FB2FB2FB2

PF7 PF7

12

S.6S251

BR2 BR2

BR2BR2

FB3SC3

PF7SF2

FB2FB2

CB1



N

REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

As indicated


18-151

S251

CRANE MAINTENANCE PLATFORM PLANS & DETAILS

SS

CDG

-

-

JAN 19

STRUCTURAL

SCALE: 1 : 50

CRANE PLATFORM FOUNDATION LAYOUTSCALE: 1 : 50

CRANE PLATFORM FRAMING PLAN


MARK SIZE COMMENTS

BR1 75 x 5 EA

BR2 65 x 5 EA




FA1 125 x 8EA

FB1 250 UB 37

FB2 200 PFC

FB3 75 x 4.0 SHS

FP1 C250 15

G1 C150 15 AT 450 MAX. CTS.

J1 C150 15 AT 450 MAX. CTS.


OR2 150 UC 30



P3 C100 12

RA1 150 x 90 x 8UA

RB1 360 UB 44.7

ST1 125 x 5.0 SHS

ST2 150 x 5.0 SHS

ST3 150 x 5.0 SHS



MARK SIZE COMMENTS



SC2 125 x 125 x 5.0SHS

SC3 75 x 75 x 4.0SHS

SECTION 1 : 50S251

S.6 SECTION 1 : 50S251

S.7




1

2

3

4

5

D E F G H I J K

ST2

ST3

ST3

ST2ST2ST2ST2ST2ST2ST2ST2

BR1BR1

BR1 BR1

BR1 BR1

BR1 BR1BR

1 BR1BR1 BR1BR

1 BR1BR1

BR1BR1 BR1BR

1 BR1BR1 BR1

RA1

RA1

RA1

RA1

RA1

RA1

BR1 BR1

RA1

DF2

DF2DF2

DF2

TR1

TR1

TR1

TR1

TR1

TR1

TR1

TR1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

DF1

OR1

OR1

OR1

OR1

OR1

OR1

OR1

OR1

OR1

OR1

CB1 UNDERCB1 UNDER CB1 UNDER

CB1 UNDERCB1 UNDER CB1 UNDER

FALL

FALL

FALL

P1

S.3

S350

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

FB FB

PJ

PJ PJ PJ PJ PJ PJ PJ PJ PJ

PJ

PJ

PJ

PJPJ

PJPJPJPJ

PJPJPJ

PJ

PJ

PJ

TR2

S.4

S350

S.5

S351

PJPJPJ PJ PJ

PJ PJ PJ PJ PJ PJ PJ PJ PJ

WB1 WB1 WB1WB1WB1WB1WB1WB1WB1

WB1 WB1WB1WB1WB1WB1WB1WB1WB1

PJ



N

REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 100


18-151

S300

WORKSHOP ROOF FRAMING PLAN

SS

CDG

-

-

JAN 19

STRUCTURAL

SCALE: 1 : 100

ROOF FRAMING PLAN


MARK SIZE COMMENTS



SC2 125 x 125 x 5.0SHS

SC3 75 x 75 x 4.0SHS


MARK SIZE COMMENTS

BR1 75 x 5 EA

BR2 65 x 5 EA




FA1 125 x 8EA

FB1 250 UB 37

FB2 200 PFC

FB3 75 x 4.0 SHS

FP1 C250 15

G1 C150 15 AT 450 MAX. CTS.

J1 C150 15 AT 450 MAX. CTS.


OR2 150 UC 30



P3 C100 12

RA1 150 x 90 x 8UA

RB1 360 UB 44.7

ST1 125 x 5.0 SHS

ST2 150 x 5.0 SHS

ST3 150 x 5.0 SHS






12345

1.10m DEEP

1.4m DEEP

1.40m DEEP

EQ 1 EQ 1 EQ 1 EQ 1 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2 EQ 2

X

S350 150 x 100 x 6.0RHS

TOP CHORD

150 x 100 x 6.0RHS

BOTTOM CHORD

100 x 100 x 4.0SHS

INTERNALS

5EQ EQ EQ EQ

CONFIRM WITH A

RCHITECT'S DRG'S

6410

TR2: TOP CHORD : 150PFC ON FLAT

BTM CHORD : 150PFC ON FLAT

VERTICALS : C10012

DIAGONALS : C10012

END VERTS. : 150PFC

16 PL. CLEAT AND 2-M20

BOLTS TOP, BOTTOM AND

MID-HEIGHT. SITE WELD

CLEAT TO CAST-IN PLATE

12 PL. CAST-IN TO PANEL END

WITH 2-N12 x 500 LONG

STRAIGHT ANCHORS BARS

FSBW TO BACK OF PLATE.

TYPICAL EACH CLEAT LOCATION

20 PL SPLICE PLATES

4-M20 8.8/TF BOLTS

TOP AND BOTTOM CHORDS AND WEBS

10 PL STIFFENERS EACH SIDE OF

TRUSS CHORD PER MEMBER

SPLICE TO

ARCHITECT'S DETAILS

TR1

TR1

12 PL CLEAT

3-M24 8.8/S BOLTS

TOP AND BOTTOM OF

TRUSS

12 PL TEE

END MEMBER

FASCIA PURLIN 75 PFC

OUTRIGGER 8 PL CLEAT

2-M12 BOTLS EACH SIDE

10 PL STIFFENERS

TYPICAL TRUSS/COLUMN CONNECTION DETAIL TYPICAL TRUSS SPLICE CONNECTION DETAILSCALE 1:20 SCALE 1:20

TYPICAL CRANE BEAM CONNECTION DETAILSCALE 1:20

10 PL. STIFFENERS BOTH

SIDES OF WEB. FSBW TO

FLANGES, 6 CFW TO WEB

250UC72.9. FSBW FLANGES

AND WEB TO COLUMN

10 PL. STIFFENER BOTH

SIDES OF WEB. 6 CFW ALL

ROUND

4-M16 8.8/S BOLTS

6 CFW BOTH SIDES

CRANE RAIL AND FIXINGS

BY CRANE SUPPLIER.

REFER TO CRANE

SUPPLIER FOR DETAILS

10 PL. CLEAT

2-M16 8.8/S BOLTS

250 MAX.

CB1



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

As indicated


18-151

S350

TRUSS ELEVATIONS AND DETAILS

SS

CDG

-

-

JAN 19

STRUCTURAL

S300

1 : 100

S.3

TRUSS TR1 ELEVATION SECTION 1 : 20S350

X

S200

1 : 100

S.4

TRUSS TR2 ELEVATION




E F

DF2DF1

DF1

DF1

DF1

A

S351

DF2

G1

PW3

PW3

DF2

DF1

A.1S351

DH1

G1 DOOR GIRTS

DF2

DF1

REFER TO MANUFACTURER'S

DETAILS AND SPECIFICATION

FOR SLIDING DOOR CONNECTION

DH1

DH1 FIXED TO PANEL VIA M12

HILTI HIT-HY170 AT 600 MAX.

CTS. (100mm EDGE DISTANCE)

(TYP)



REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

As indicated


18-151

S351

ROOF LEVEL

SECTIONS & DETAILS - SHEET 1

SS

CDG

-

-

JAN 19

STRUCTURAL

S101

1 : 100

S.5

TYPICAL SLIDING DOOR ELEVATION DETAIL 1 : 10S351

A SECTION 1 : 10S351

A.1




STEP LADDER UP

ST

AIR

UP

12345

78

6

PJPJ

PJPJ

PJ

PJ PJ PJ PJ

PJ

PJ PJ PJ PJ PJ PJ PJ

PJ

PJ

OVER

PJ

OVER

PJ PJ PJPJ

PJ

PJ PJ PJ PJ

PJ

PJ

FD

FD

UP

S401

3

S401

4

S400

1

S400

2

A

1

2

3

4

5

B C D E F G H I J K L M

S401

5

PJ PJ PJ PJ PJ PJ PJ PJ PJ PJ PJ PJ

PJ

PJ

PJ

PJPJPJPJPJPJPJPJPJPJ

PJ

PJ

PJ

PJ

PJPJ

PJ

PJ

PJ

12345

PW2PW2PW2PW2 PW3 PW3

FGHIJKLM

PW2PW2PW2PW2PW2 PW2 PW2 PW2PW2 PW2 PW2 PW2 PW2 PW2 PW2 PW2

TYPICAL PANEL TO COLUMN

CONNECTION AT MID-HEIGHT

OF PANEL. REFER DETAIL

ON S006 (TYP.)

ABCDE

PW3 PW3

PW2

PW3

PW2



N

REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

As indicated


18-151

S400

SHEET 1

PANEL LAYOUT PLAN & ELEVATIONS

SS

CDG

-

-

JAN 19

STRUCTURAL

SCALE: 1 : 200

PANEL LAYOUT PLAN

ELEVATION 1 : 100S400

2(CONT.)


1


33

WALL SCHEDULE

MARK SIZE COMMENTS









A B C D E F G H I

PW3

PW3PW3

PW3 PW3 PW3 PW3 PW3 PW3

TYP

1000

TYPICAL PANEL TO COLUMN

CONNECTION AT MID-HEIGHT

OF PANEL. REFER DETAIL

ON S006 (TYP.)

PW3PW3PW3 PW3

I J K L M

PW3 PW3 PW3 PW3

TYP

1000

PW3 PW3 PW3

1 2 3 4 5

PW3 PW3

1 2 3 4 5

PW1 PW1

PW2

S.4

S350 2 CLIVE STREET, WEST PERTH WA 6005


REVPROJECT NUMBER:



DESIGN:

SCALE:

DRAWN:

CHECKED:

APPROVED:

PROJECT:

DRAWING TITLE:

CLIENT:

CONSTRUCTION

DATE:

DRAWING NUMBER:

ARCHITECT:

0

1 : 100


18-151

S401

SHEET 2

PANEL ELEVATIONS

SS

CDG

-

-

JAN 19

STRUCTURAL


3


44 (CONT.)


4 ELEVATION 1 : 100S400

5

WALL SCHEDULE

MARK SIZE COMMENTS









Document Transmittal

Day 01 08 19

Month 02 02 02

Year 19 19 19

No:

S000 A B 0

S001 A B 0

S002 A B 0

S005 A B 0

S006 A B 0

S007 A B 0

S008 A B 0

S100 A

S101 A B 0

S102 A B 0

First Floor General Arrangement & Office Roof S200 A B 0

S250 A 0

S251 A 0

S300 A B 0

Truss Elevations & Details S350 A 0

Roof Sections & Details S351 A 0

Panel Layout Plan & Elevations - Sheet 1 S400 A B 0

Panel Elevations - Sheet 2 S401 A B 0

Distribution

1 1 1

Issued by:

Date Issued

To:

Attn:

MULDER KAMPMAN

Suite 11w, 817 Beeliar Drive

Cockburn Central, 6164

[email protected]

Jan Kampman

Avopiling HeadquartersProject Title:

18-151

1 of 1

Project No:

Transmittal No.

E

STRUCTURAL

General Notes - Sheet 1

Discipline:

Drawing Register

Cover Sheet & Drawing Index

MULDER KAMPMAN

Site & External Pavement Plan

First Floor Sections & Details

Crane Maintenance Platform

Roof Framing Plan - Workshop

E

A person using FORTH drawings and other data accepts the risk of:

- using the drawings and other data in electronic form without requesting and checking them for accuracy against the original hard copy

version;

- using the drawings or other data for any purpose not agreed to in writing by FORTHChris Gibb

P B C

E

Purpose of Issue: A – Approval; B - Building Permit; C – Construction; F – Forward Works; I – Information; R – Review;

T – For Tender; P - Preliminary

Method of Issue:

C - CD-Rom; E - Email; P - Post/Courier; U - Upload; H - Hardcopy

General Notes - Sheet 2

Standard Details - Sheet 1




Ground Level GA - Part Plan 1

Ground Level GA - Part Plan 2

avopiling headquarters

Documents