KINGDOM CITY BUTLER - Alita Constructions · 2020. 9. 22. · concrete supply shall be by an approved premix company using type gp cement unless otherwise approved. ... specification

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DESIGNED: SCALE:REVISION AMENDMENT APPROVED DATE NOTES

ALL RIGHTS RESERVED. THIS WORK IS

COPYRIGHT AND CANNOT BE REPRODUCED OR

COPIED BY ANY MEANS WITHOUT THE WRITTEN

PERMISSION OF PERITAS CONSULTING PTY LTD.

ANY LICENSE, EXPRESS OR IMPLIED, TO USE THIS

DOCUMENT FOR ANY PURPOSE WHATSOEVER IS

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@ A1

KINGDOM CITY BUTLERLOT 3126, 68 AMESBURY LOOP, BUTLER, WA

BUILDING PERMIT

00.00

PS18207

LOT 3126, 68 AMESBURY LOOP, BUTLER, WAKINGDOM CITY BUTLER

COVER SHEET

JZ

23/08/18

KS

SC

DRAWING SCHEDULESHEET NUMBER SHEET TITLE

00.00 COVER SHEET

00.01 GENERAL NOTES - SHEET 1

00.02 GENERAL NOTES - SHEET 2

00.11 STEEL MEMBER SCHEDULE

01.01 GROUND - FOUNDATION AND SLAB LAYOUT

01.02 STAGE AREA LAYOUT

01.11 GROUND - DETAILS

02.01 LEVEL 01 - SUSPENDED SLAB LAYOUT

02.11 LEVEL 01 - DETAILS

03.01 ROOF - STEEL FRAMING LAYOUT

03.11 ROOF & CANOPY DETAILS

03.21 BUILDING SECTIONS & ELEVATIONS - SHEET 1

03.22 BUILDING SECTIONS & ELEVATIONS - SHEET 2

90.01 STANDARD SLAB ON GROUND & FOUNDATION DETAILS

90.02 STANDARD PRECAST CONCRETE DETAILS

90.03 STANDARD STEELWORK DETAILS



N.T.S A COORDINATION KS 27.08.18

B COORDINATION KS 11.09.18

C BUILDING PERMIT KS 22.10.18

BLINDING

FOOTING

DISTURBED

GROUND

30°

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

1 : 1 @ A1

00.01

PS18207


GENERAL NOTES - SHEET 1

JZ

23/08/18

KS

SC

GENERAL

1. DON'T READ IN ISOLATION - STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE READ IN CONJUNCTION WITH ALL

ARCHITECTURAL AND OTHER ENGINEERING DRAWINGS AND SPECIFICATIONS AND WITH SUCH OTHER WRITTEN INSTRUCTIONS AS

MAY BE ISSUED DURING THE COURSE OF THE CONTRACT.

2. DISCREPANCIES - WHERE DISCREPANCIES OCCUR ON THE CONTRACT DOCUMENTS, THE MORE STRINGENT REQUIREMENT SHALL

APPLY UNLESS APPROVED OTHERWISE IN WRITING BY THE PRINCIPAL'S REPRESENTATIVE.

3. SUBSTITUTION OF NOMINATED PROPRIETARY PRODUCTS SHALL BE APPROVED BY THE DESIGN ENGINEER. THE BUILDER WILL BE

RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH THE DESIGN ENGINEERS REVIEW.

4. VARIATION APPROVAL - THE APPROVAL OF A SUBSTITUTION BY THE ENGINEER IS NOT AN AUTHORISATION OF A COST VARIATION.

ANY COST VARIATION INVOLVED MUST BE APPROVED BY THE PRINCIPAL'S REPRESENTATIVE BEFORE THE WORK COMMENCES.

5. TEMPORARY STABILITY AND STRENGTH - THE BUILDER SHALL ENSURE THAT DURING CONSTRUCTION, THE STRUCTURE SHALL BE

MAINTAINED IN A STABLE CONDITION AND THAT NO PART SHALL BE OVERSTRESSED. THE BUILDER SHALL PROVIDE ALL TEMPORARY

BRACING AND PROPPING AS NECESSARY, INCLUDING ANY TEMPORARY SUPPORT FOR EXCAVATIONS. THE BUILDER SHALL CONSULT

THE DESIGN ENGINEER FOR CONSTRUCTION LOADING ALLOWANCES ON ALL PARTS OF THE STRUCTURE.

6. ADDITIONAL CONSIDERATIONS - THE STRUCTURAL DRAWINGS DO NOT SHOW DETAILS OF ALL FIXTURES, INSERTS, SLEEVES,

OPENINGS ETC., REQUIRED BY THE VARIOUS TRADES. ALL SUCH DETAILS, INCLUDING OPENINGS FOR CONSTRUCTION PURPOSES,

SHALL BE OBTAINED FROM THE ARCHITECT'S OR OTHER CONSULTANT'S DRAWINGS AND/OR FROM THE VARIOUS TRADES AND SHALL

BE APPROVED BY THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION.

7. ALL PENETRATIONS AND SET DOWNS SHOWN ON DRAWINGS ARE INDICATIVE ONLY. THE BUILDER SHALL CO-ORDINATE ALL SERVICES

AND ENSURE THAT THE FINAL LOCATION AND SIZES OF PENETRATIONS ARE CONFIRMED BY THE APPROPRIATE SUB-CONTRACTOR.

FINAL DETAILS TO BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL.

8. NO STRUCTURAL ELEMENT SHALL BE PENETRATED, NOTCHED OR CHASED WITHOUT THE APPROVAL OF THE ENGINEER.

9. CODES & COMPLIANCE - AS A MINIMUM, ALL WORK SHALL COMPLY WITH ACTS AND REGULATIONS (NATIONAL CONSTRUCTION CODE),

CODES OF PRACTICE AND AUSTRALIAN STANDARDS.

10. DIMENSIONING AND SETOUT - ALL DIMENSIONS ARE EXPRESSED IN MILLIMETRES UNO. ALL LEVELS ARE EXPRESSED IN METRES UNO.

ALL SET OUT DIMENSIONS AND LEVELS, INCLUDING ANY SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE IN ACCORDANCE WITH

THE ARCHITECT'S DRAWINGS AND VERIFIED ON SITE. ANY DISCREPANCIES IN THE DOCUMENTS MUST BE RESOLVED BEFORE

ORDERING OR PLACING ANY MATERIALS. STRUCTURAL DRAWINGS SHALL NOT BE SCALED.

11. SECONDARY AND TERTIARY STEEL - THE BUILDER SHALL PROVIDE ALL NECESSARY SECONDARY AND TERTIARY STEEL, TRIMMERS,

CLEATS, CONNECTIONS, HOLES AND LINTELS REQUIRED TO SUPPORT:

A. ALL ARCHITECTURAL CLADDINGS, LININGS AND FINISHES IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS FOR THE

CONDITIONS.

B. ROOF AND WALL SHEETING EDGES AT HIPS, VALLEYS, PENETRATIONS AND ANY OTHER UNSUPPORTED EDGES.

C. ALL SERVICES.

12. SECURE NON STRUCTURAL ELEMENTS - BRICK OR MASONRY WALLS AND ANY OTHER NON-STRUCTURAL PANELS ARE TO BE

SECURELY FIXED INTO THE STRUCTURE.

13. AS-CONS. - THE BUILDER SHALL RECORD ALL DEVIATIONS FROM DESIGN AND BE RESPONSIBLE FOR PRODUCING AN AS-

CONSTRUCTED SET OF DRAWINGS UPON COMPLETION OF THE WORKS.

14. IF IN DOUBT - ASK!

FOUNDATIONS

1. FOUNDATIONS HAVE BEEN DESIGNED WITH REFERENCE TO GEOTECHNICAL INVESTIGATION REPORT.

THE FOUNDATIONS HAVE BEEN DESIGNED TO BE SUITABLE FOR SITE CLASSIFICATION IN ACCORDANCE WITH AS2870. THIS SHALL

BE VERIFIED BY THE BUILDER PRIOR TO CONSTRUCTION.

2. SITE PREPARATION IS TO BE UNDERTAKEN IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. ALLOW

FOR THE NECESSARY IMPROVEMENTS IF REQUIRED TO ACHIEVE THE NOMINATED SITE CLASSIFICATION.

3. SOIL UNDER SHALLOW FOOTINGS TO BE CLEAN SAND. AREAS OF UNSUITABLE MATERIAL TO BE EXCAVATED, BACKFILLED AND

COMPACTED AS SPECIFIED.

4. ALL FOOTINGS SHALL BE FOUNDED ON UNIFORM MATERIAL. CONSULT DESIGN ENGINEER WHERE ROCK OR CLAY ENCOUNTERED

5. COMPACTION & TESTING- THE BUILDER SHALL OBTAIN COMPACTION CERTIFICATES FROM A RECOGNISED TEST AGENCY AND

PROVIDE TO DESIGN ENGINEER FOR APPROVAL PRIOR TO POURING FOOTINGS AND SLABS ON GROUND. IN THE ABSENCE OF

GEOTECHNICAL REPORT RECOMMENDATIONS, MINIMUM COMPACTION SHALL BE AS FOLLOWS:

6. TEST CERTIFICATES SHALL BE ACCOMPANIED BY A CALIBRATION REPORT.

7. WHERE NOT NOMINATED BY THE GEOTECHNICAL CONSULTANT, MINIMUM TEST FREQUENCY SHALL BE AS FOLLOWS:

8. USE OF PERTH SANDS PENETROMETER SHALL BE APPROVED BY THE ENGINEER PRIOR TO TESTING.

9. THE BUILDER IS TO ENSURE THE COMPACTION OF EACH ELEMENT IS UNIFORM ACROSS THE SITE.

10. DO NOT USE COMPACTION METHODS THAT WILL CAUSE DAMAGE TO ADJACENT STRUCTURES.

11. SUB-BASE - WHERE NO PROJECT CIVIL SPECIFICATION EXISTS, SUB-BASE FOR GROUND SLABS AND BACKFILL OVER FOOTINGS SHALL

BE A DENSE, WELL GRADED, STABLE GRANULAR MATERIAL COMPOSED OF SAND, SAND-GRAVEL, CRUSHED ROCK, CRUSHED OR

GRANULATED SLAG OR A MIXTURE OF THESE MATERIALS CONFORMING WITH THE FOLLOWING:

12. FOOTINGS - LOCATE FOOTINGS CENTRALLY UNDER WALLS AND COLUMNS UNLESS OTHERWISE SHOWN.

WHEREVER A NEW FOOTINGS IS LOCATED CLOSE TO AN EXCAVATION, BATTER, EXISTING SERVICE OR NEW SERVICE WHICH IS

DEEPER THAN THE NEW FOOTING THE EXCAVATION FOR THE NEW FOOTING SHALL BE DEEPENED AND BACKFILLED WITH BLINDING

CONCRETE AS INDICATED BELOW:

13. STEP FOOTINGS UNDER ANY SERVICES MAINTAINING THE SPECIFIED DEPTH AT ALL TIMES.

14. DEWATER - THE BUILDER SHALL MAKE THEMSELVES AWARE OF THE GROUNDWATER LEVELS ACROSS THE SITE AND ALLOW TO

DEWATER AS NECESSARY TO AT LEAST ONE METRE BELOW THE UNDERSIDE OF FOOTINGS.

LOCATION TEST FREQUENCY

NAME:

DATED:

PREPARED BY:

SITE CLASSIFICATION:

FOOTINGS 98% MMDD.

UNDER SLAB 95% MMDD.

PAD FOOTINGS <=1.5m x 1.5m 1 PER FOOTING

PAD FOOTINGS > 1.5m x 1.5m 2 PER FOOTING

LIFT CORE FOOTINGS 3 PER FOOTING

STRIP FOOTINGS 1 EVERY 10 LINEAR METRES

RETAINING WALL FOOTINGS 1 EVERY 5 LINEAR METRES

SLAB ON GRADE 1 EVERY 800 SQ METRES WITH A MINIMUM OF 3 TESTS

AMOUNT BY WEIGHT PASSING 75-MICRON SIEVE: 15% MAX BY MASS OF DRY MATERIAL

PLASTICITY INDEX: 6 MAX.

LIQUID LIMIT: 25 MAX.

LINEAR SHRINKAGE: 2% MAX.

PER 2018-0281 AB REV 0

14.08.2018

CMW GEOSCIENCE

A

'A'

CONCRETE

1. CODES & COMPLIANCE - AS A MINIMUM, ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF AS3600, AS3610 AND THEIR LATEST

AMENDMENTS.

2. DIMENSIONS - CONCRETE SIZES SHOWN DO NOT INCLUDE FINISH.

3. FORMWORK - FORMWORK IS TO BE STRIPPED IN ACCORDANCE WITH AS3610.

4. SLABS SUPPORTING MASONRY - NO MASONRY SHALL BE CONSTRUCTED ON THE SLAB UNTIL THE SLAB HAS ACHIEVED ITS DESIGN

STRENGTH AND FORMWORK HAS BEEN STRIPPED.

5. CONCRETE SUPPLY SHALL BE BY AN APPROVED PREMIX COMPANY USING TYPE GP CEMENT UNLESS OTHERWISE APPROVED.

6. BLENDED CEMENT SHALL NOT BE USED UNLESS APPROVED BY THE DESIGN ENGINEER.

7. AGGREGATE SHALL BE DENSE AGGREGATE TO AS2758 U.N.O. FROM AN APPROVED SOURCE.

8. ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY THE DESIGN ENGINEER.

9. MINIMUM CONCRETE CHARACTERISTICS SHALL BE AS FOLLOWS:

10. INSPECTIONS - ALL REINFORCEMENT TO BE INSPECTED PRIOR TO POURING CONCRETE UNLESS APPROVED OTHERWISE BY THE

DESIGN ENGINEER. A MINIMUM 24 HRS NOTICE SHALL BE GIVEN TO THE DESIGN ENGINEER PRIOR TO THE REINFORCEMENT

INSPECTION.

11. PLACEMENT - CONCRETE SHALL NOT BE PLACED DURING RAIN SUFFICIENTLY HEAVY OR LONG TO WASH CEMENT FROM THE MIX,

WHEN THE TEMPERATURE EXCEEDS 38 DEGREES OR AGAINST CONCRETE LESS THAN 24 HOURS OLD.

12. COMPACTION - COMPACT USING APPROVED INTERNAL VIBRATORS U.N.O.

13. CURING - AS A MINIMUM, SLABS SHALL BE THOROUGHLY WETTED THEN COVERED FOR A MINIMUM OF 7 DAYS WITH 0.2mm THICK

POLYTHENE SHEET, WHICH SHALL BE SECURELY FIXED AGAINST TRAFFIC AND WIND AND OVERLAPPED 300mm MINIMUM AT JOINTS.

THE BUILDER SHALL SUBMIT PROPOSED CURING METHOD TO THE ENGINEER FOR APPROVAL.

14. CURING COMPOUNDS SHALL NOT BE USED UNLESS APPROVED BY THE DESIGN ENGINEER. PARTICULAR CONSIDERATION SHALL BE

GIVEN TO THE COMPATIBILITY OF ANY PROPRIETARY CURING COMPOUND AND APPLIED FINISHES. ALL CURING COMPOUNDS SHALL

CONFORM TO AS3799.

15. FINISH - CLASS 2 SURFACE FINISH SHALL APPLY TO ALL VISIBLE SURFACES UNLESS NOTED OTHERWISE BY THE ARCHITECT.

16. JOINTS - CONSTRUCTION JOINTS ADDITIONAL TO THOSE SHOWN ON THE DRAWINGS SHALL BE SUBJECT TO THE APPROVAL OF THE

DESIGN ENGINEER.

17. ALL CONSTRUCTION JOINTS TO BE FULLY SCABBLED TO REMOVE ALL LAITANCE AND POORLY COMPACTED MATERIAL

18. EMBEDDED ITEMS - ALL HOLD DOWN BOLTS AND OTHER CAST IN FITTINGS SHALL BE HOT DIP GALVANISED AND MUST BE FIXED IN

POSITION BEFORE CONCRETE IS POURED.

19. LOCATE CONDUITS AND PIPES IN CENTRE OF SLABS, WITH A MINIMUM OF 40mm BETWEEN THEM. OBTAIN DESIGN ENGINEERS

APPROVAL TO LOCATE IN COLUMNS, FOOTINGS, WALLS OR BEAMS.

20. MOISTURE IN CONCRETE - THE CONTRACTOR SHALL ALLOW FOR WATERPROOFING OF THE SLAB SURFACE IN ACCORDANCE WITH THE

SUPPLIERS REQUIREMENTS IF THE MOISTURE IN CONCRETE LIMITS OUTLINED IN AS1884-2012 AND THE FLOORING MANUFACTURERS

SPECIFICATION CANNOT BE MET

21. TESTING - CONCRETE TESTING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF AS1379 AND THE FOLLOWING MINIMUM

NUMBER OF DAILY SAMPLES. A COMPRESSION TEST SAMPLE SHALL COMPRISE 3 TEST CYLINDERS, WITH 1 TESTED AT 7 DAYS AND 2

AT 28 DAYS AFTER PLACEMENT UNLESS NOTED OTHERWISE:

LOCATION28 DAY STRENGTH (f'c) - MPa MAX AGGREGATE

(mm)

SLUMP

(mm)INTERNAL EXTERNAL

TRUCKS PER

DAY

COMPRESSION TEST

SLUMPGENERAL

COLUMNS & WALLS

ACTING AS DEEP

BEAMS

FOOTINGS N25 N25 20 80

SLABS ON GROUND N32 N32 20 80

SUSPENDED SLABS N32 N32 20 80

CONCRETE PANEL N32 N32 20 80

BLINDING N20 N20 20 100

CAVITY FILL N20 N20 10 100

(*1) - MAX AGGREGATE FOR WALLS LESS THAN 150mm THICK IS 14mm

(*2) - FOR COLUMNS WITH BOTH PLAN DIMENSIONS GREATER THAN 400mm, MAX AGGREGATE IS 14mm

(*3) - SLUMPS NOTED SHALL BE ACHIEVED PRIOR TO THE ADDITION OF ANY ADMIXTURE.

1 1 SAMPLE1 SAMPLE PER

TRUCK

1 SAMPLE PER

TRUCK2 - 5 2 SAMPLES

> 5 3 SAMPLES

HOLLOWCORE TOPPING N40 - 20 (*1) 80

PROBABILITY FACTOR (kp)

HAZARD FACTOR (Z)

SUBSOIL CLASS

REGION

TERRAIN CATEGORY

RETURN PERIOD - ULT

RETURN PERIOD - SER

ULS WIND SPEED (m/s)

SLS WIND SPEED (m/s)

DESIGN LOADS

THE FOLLOWING LOADS HAVE BEEN USED GENERALLY

LOCATION LIVE LOAD (kPa) IMPOSED DEAD LOAD (kPA)

ROOF WITH CEILING

ROOF/AWNING

FIRST LEVEL OFFICES

STAIRS

AUDITORIUM/KIDS

STORAGE

STAGE

SUSPENDED SLABS - CORRIDORS

SUSPENDED SLABS - WET AREAS

ROOF PLANT PLATFORM

DESIGN CRITERIA

1. BCA IMPORTANCE LEVEL = 3

2. IMPOSED LOADS HAVE BEEN CALCULATED IN ACCORDANCE WITH AS1170.1 'PERMANENT, IMPOSED & OTHER ACTIONS AND THE

FOLLOWING:

3. WIND LOADS HAVE BEEN CALCULATED IN ACCORDANCE WITH AS/NZS1170.2-2011 'WIND ACTIONS' AND THE FOLLOWING CRITERIA:

4. EARTHQUAKE LOADS HAVE BEEN CALCULATED IN ACCORDANCE WITH AS1170.4 - 2007 'EARTHQUAKE ACTIONS IN AUSTRALIA' AND THE

FOLLOWING CRITERIA:

0.25 0.3

0.25 0.15

5 1

4 -

5 -

5 -

5 -

4

2.5 1

2.5 0.5

-

A

2.5

1000

25

46

37

1.3

0.09

Ce

BUILDER NOTE - COMPLIANCE INSPECTIONS

1. CERTIFICATE OF CONSTRUCTION COMPLIANCE - AS PART OF THE BUILDING PERMIT ISSUED FOR THIS PROJECT, THE BUILDER MAY BE

REQUIRED TO HAVE THE STRUCTURAL ENGINEER CERTIFY THE COMPLETED STRUCTURE HAS BEEN BUILT IN ACCORDANCE WITH THE

APPROVED DRAWINGS AND/OR WITH ANY SUBSEQUENT WRITTEN INSTRUCTIONS.

2. IF PERITAS CONSULTING ARE TO PROVIDE SUCH CONSTRUCTION CERTIFICATION, THE BUILDER MUST ARRANGE FOR A QUALIFIED

PERITAS REPRESENTATIVE TO INSPECT EACH OF THE STRUCTURAL ITEMS AT APPROPRIATE STAGES. INSPECTION POINTS SHOULD BE

AGREED WITH PERITAS PRIOR TO PROCEEDING WITH CONSTRUCTION AND MAY INCLUDE:

a. PRIOR TO CONCRETE POUR: FOOTINGS

SLABS ON GROUND

SUSPENDED SLABS AND BEAMS

CONCRETE COLUMNS AND WALLS

PRECAST OR TILT UP WALLS

RETAINING WALLS

b. STRUCTURAL STEELWORK PRIOR TO ANY CLADDING BEING FIXED

c. CONCRETE WALL PANEL CONNECTIONS

3. CERTIFICATION WILL BE LIMITED TO ITEMS THAT CAN REASONABLY BE INSPECTED BY THE NAKED EYE DURING THE INSPECTION. IN NO

WAY WILL ANY CERTIFICATION RELIEVE THE BUILDER OF RESPONSIBILITY OF COMPLYING FULLY WITH THE DESIGN SPECIFICATION.

4. EVIDENCE - THE BUILDER MUST PROVIDE SUFFICIENT EVIDENCE THAT THE SPECIFIED MATERIALS HAVE BEEN INSTALLED FOR EACH

CONCRETE ELEMENT.

5. THE BUILDER MUST PROVIDE SUFFICIENT EVIDENCE THAT THE REQUIRED LEVELS OF FOUNDATION COMPACTION HAVE BEEN

ACHIEVED.

6. WHERE THE GEOTECHNICAL ENGINEER HAS MADE SPECIFIC RECOMMENDATIONS, PROVIDE SUFFICIENT EVIDENCE THAT THESE HAVE

BEEN ACHIEVED MUST BE PROVIDED.

7. WHERE SPECIFIC INSTALLATION REQUIREMENTS ARE TO BE MET (SUCH AS TENSIONED BOLTING, WELD CLASSIFICATION, PROTECTIVE

COATING SYSTEMS) THE BUILDER MUST PROVIDE SUFFICIENT EVIDENCE THAT THESE REQUIREMENTS OF THE SPECIFICATION HAVE

BEEN MET.

8. FEES - UNLESS FEES FOR OUR INSPECTIONS AND CERTIFICATIONS HAVE BEEN PREVIOUSLY AGREED BY OTHERS, THESE FEES WILL

BE THE BUILDERS RESPONSIBILITY. IT IS REQUIRED THAT THE BUILDER NEGOTIATE THESE FEES WITH THE ENGINEER AT TENDER

STAGE.

NUMBER OF INSPECTIONS ALLOWED FOR =

9. SHOP DRAWINGS - IF THE BUILDER REQUIRES THE FABRICATION DRAWINGS TO BE CHECKED AND CERTIFIED BY THE PROJECT

ENGINEER, THE COSTS ASSOCIATED WITH THIS WILL BE THE BUILDERS RESPONSIBILITY, UNLESS THESE FEES HAVE BEEN

PREVIOUSLY NEGOTIATED WITH PERITAS BY OTHERS. THE BUILDER MUST SEEK CONFIRMATION FROM THE ENGINEER OF FEES.

10. ENQUIRIES - FOR ALL ENQUIRIES REGARDING THESE DRAWINGS, THE BUILDER IS TO CONTACT THE DESIGN ENGINEER AS NOTED IN

THE TITLEBLOCK. THE DESIGN ENGINEER WILL INTRODUCE THE BUILDER TO OUR NOMINATED REPRESENTATIVE IN OUR ENGINEERING

DIVISION.

5

CONCRETE PANELS

1. ALL PANEL DETAILS SHOWN ARE FOR IN SERVICE CONDITIONS ONLY. THE BUILDER IS RESPONSIBLE FOR ALL CASTING, LIFTING,

TRANSPORTATION AND PROPPING REQUIREMENTS AND MUST BE SATISFIED THAT THEY HAVE BEEN ADEQUATELY COVERED DURING

THE TENDER PROCESS. ANY CHANGES TO PANEL PROFILES REQUIRED BY THE BUILDER TO MEET THE ABOVE CONDITIONS MUST BE

FLAGGED AT THE TIME OF TENDER.

2. PANELS TO BE SECURELY PROPPED UNTIL THE COMPLETE STRUCTURE INCLUDING WALL BRACING HAS BEEN ERECTED.

3. AS A MINIMUM, ALL STRUCTURAL STEEL (INCLUDING BRACING) SHALL BE COMPLETE AND ALL FOOTING INTERFACES AND GROUT

TUBES GROUTED PRIOR TO THE REMOVAL OF TEMPORARY PROPS. TEMPORARY PROPS SHALL ONLY BE REMOVED ON WRITTEN

APPROVAL BY THE ENGINEER.

4. THE PRECAST CONCRETE TILT-UP WALL PANELS HAVE BEEN DESIGNED TO HAVE STRUCTURAL ADEQUACY AND INTEGRITY IN A FIRE IN

ACCORDANCE WITH ALL PROJECT REQUIREMENTS

5. EXTERNAL WALLS AS DEFINED IN NCC SPECIFICATION C1.11 HAVE BEEN DESIGNED TO AVOID OUTWARD COLLAPSE AS COMPLETE

PANELS.

6. REFER TO ARCHITECTS DRAWINGS FOR THICKNESS OF PANELS WHERE NOT SHOWN.

PRECAST PANEL ANCHORS

MECHANICAL ANCHORS NOT SPECIFIED SHALL BE HILTI HSL-3 TYPE AS SHOWN BELOW. DEFORMATION CONTROLLED 'DROP IN'

EXPANSION ANCHORS ARE NOT PERMITTED.

INTERNAL ANCHORS SHALL BE ZINC PLATED.

EXTERNAL ANCHORS SHALL BE AS SPECIFIED ON THE DRAWINGS. ZINC PLATED ANCHORS ARE NOT SUITABLE EXTERNALLY.

ANCHORS SUPPORTING BOUNDARY AND FIRE WALLS SHALL BE FIRE RATED ANCHORS AS SPECIFIED. ANCHORS PROVIDED IN

ABOVE TABLE ARE NOT SUITABLE.

CHEMICAL ANCHORS

CHEMICAL ANCHORS SHALL BE 'HILTI HIT-V-F 5.8 ANCHOR ROD' (GALVANISED EXTERNALLY) U.N.O. WITH 'HILTI HIT-HY 200'

INSTALLED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.

PANEL

THICKNESS (mm)

INTERNAL

ANCHOR SIZE

MIN SPACING

(mm)

MIN EDGE

DISTANCE (mm)

MAX FIXTURE

THICKNESS (mm)

125 M8/20 125 125 20

150 M10/20 150 150 20

175 M12/25 175 175 25

200 M16/25 200 200 25

SIZEMIN EMBEDMENT

(mm)

MIN SPACING

(mm)

MIN EDGE DISTANCE

(mm)

M12 110 220 110

M16 125 250 125

M20 170 340 170

A COORDINATION KS 11.09.18

B BUILDING PERMIT KS 22.10.18

SLAB WALL

NF2

NF1

FF2

FF1

T1T2 (DIST. REINF.)T3

NF3 FF3

B1B2 (DIST. REINF.)B3

VIEW

DIRECTION

FL

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

1 : 10 @ A1

00.02

PS18207


GENERAL NOTES - SHEET 2

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23/08/18

KS

SC

REINFORCEMENT

1. CODES & COMPLIANCE - AS A MINIMUM, ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF AS3600, AS/NZS 4671 AND THEIR

LATEST AMENDMENTS

2. NOTATION - REINFORCEMENT IS DETAILED ON THE DRAWINGS THUS:

A. PLAIN BARS (GRADE 250N) e.g. R10

B. WELDEDWIRE FABRIC (GRADE 500N) e.g. SL82, L8TM

C. TEMPCORE HOT ROLLED BARS (GRADE 500N) e.g. N16

D. MICROALLOYED STRAIGHTENED BARS (GRADE 500E) e.g. RB12

3. RE-ENTRANT CORNERS - REINFORCE ALL RE-ENTRANT CORNERS WITH TWO N16 x 2000 LONG BARS CENTRAL IN SLAB AT 45°. IN SLABS

GREATER THAN 200mm THICK, 2-BARS SHALL BE IN TOP AND BOTTOM OF THE SLAB.

4. PENETRATIONS - DETAILS OF REINFORCEMENT AT APPROVED PENETRATIONS SHALL BE AS SHOWN ON THE DRAWINGS, OR AS

DIRECTED BY THE ENGINEER ON THE SITE. AS A MINIMUM, ANY CUT REINFORCEMENT SHALL BE PROVIDED TO EITHER SIDE OF THE

PENETRATION AS ADDITIONAL BARS WITH FULL LAP LENGTHS.

5. PLACEMENT - UNLESS OTHERWISE SHOWN ON DRAWINGS, IN LOAD BEARING, SHEAR AND DIVIDING WALLS THE VERTICAL

REINFORCEMENT SHALL BE PLACED INSIDE THE HORIZONTAL REINFORCEMENT. IN RETAINING WALLS, THE VERTICAL

REINFORCEMENT SHALL BE PLACED OUTSIDE THE HORIZONTAL REINFORCEMENT.

6. DISTRIBUTION REINFORCEMENT IS TO MATCH PRIMARY REINFORCEMENT UNLESS NOTED OTHERWISE.

7. ALL REINFORCEMENT SHALL BE HELD RIGIDLY IN POSITION WITHIN THE SPECIFIED TOLERANCES BEFORE AND DURING CONCRETE

PLACING, UNLESS OTHERWISE DIRECTED BY THE ENGINEER. NON CORROSIVE BAR CHAIRS SHALL BE USED FOR ALL OFF FORM

SURFACES. PLASTIC TIPPED STEEL CHAIRS DO NOT MEET THIS REQUIREMENT.

8. CONDUITS ETC. SHALL BE FABRICATED AND INSTALLED SO THAT NO CUTTING, BENDING OR DISPLACEMENT OF THE REINFORCEMENT

FROM ITS PROPER POSITION WILL BE REQUIRED.

9. REINFORCEMENT SHALL BE FREE OF SCALE, RUST AND OTHER DELETERIOUS MATERIALS.

10. COVER - UNO ON THE DRAWINGS, THE FOLLOWING COVER TO REINFORCING BARS, INCLUDING LIGATURES AND TIES, SHALL BE

PROVIDED:

11. ADDITIONAL COVER - CONCRETE BELOW GROUND IN WALLS, BEAMS, COLUMNS OR PEDESTALS SHALL BE PLACED INTO PROPERLY

CONSTRUCTED FORMS. IF APPROVED BY THE ENGINEER, CONCRETE MAY BE PLACED AGAINST AN EARTH FACE BUT THE CONCRETE

DIMENSIONS SHOWN ON THE DRAWINGS SHALL BE INCREASED TO PROVIDE 20 mm ADDITIONAL COVER TO THE REINFORCEMENT

ADJACENT TO THE EARTH FACE.

12. LAPS, HOOKS AND COGS SHALL COMPLY WITH AS 3600 UNLESS OTHERWISE SHOWN.

13. WELDING OF REINFORCEMENT - SHALL NOT BE ALLOWED WITHOUT THE APPROVAL OF THE ENGINEER.

14. LAPS AND SPLICES SHALL BE MADE ONLY WHERE SHOWN OR NOTED. BARS SHOWN LONGER THAN STOCK LENGTHS SHALL BE

LAPPED IN ACCORDANCE WITH THE FOLLOWING TABLE. MAXIMUM STOCK LENGTHS SHALL BE USED WHERE POSSIBLE AND LAPS IN

ADJACENT BARS SHALL BE STAGGERED.

MINIMUM LAP SPLICES FOR BARS (mm)

SLABS AND WALL

VERTICAL BARS

BEAM TOP STEEL OR SLABS

> 300mmCOLUMNS

CONC GRADE 25 32+ 25 32+ 32+

N12 450 400 600 500 300

N16 700 600 900 800 350

N20 900 800 1200 1000 450

N24 1100 1000 1450 1300 550

N28 1350 1200 1750 1550 600

N32 1600 1400 2100 1850 700

N36 1900 1650 2450 2150 800

NOTES:

THESE SPLICE LENGTHS APPLY FOR ALL BEAMS, SLABS, WALLS AND COLUMNS UNO.

THESE SPLICE LENGTHS ARE BASED ON THE FOLLOWING MINIMUM COVER TO THE BAR:

SLABS & WALLS - GREATER OF 25mm OR BAR DIA

BEAMS & COLUMNS - 40mm

WHERE ELEMENTS ARE BEING BUILT WITH SLIP FORMS, THE LAP LENGTH MUST BE INCREASED BY 30%.

CONSULT DESIGN ENGINEER FOR LAP LENGTHS FOR EPOXY COATED BARS OR WHERE LIGHTWEIGHT CONCRETE

IS USED.

MINIMUM COVER TO REINFORCEMENT

COVER (mm)

INTERNAL EXTERNAL

FOOTINGS

SLABS ON GROUND

HOLLOWCORE TOPPING

TILT PANEL WALLS

COVER TOLERANCE (mm)

-10,+40

-10,+20

-5, +10

-5, +10

- 50

50 50

30 -

30 40

STRUCTURAL STEEL

1. CODES & COMPLIANCE -ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF AS4100, AS4600 AND THEIR LATEST AMENDMENTS.

2. MATERIALS - UNO ON THE DRAWINGS ALL STRUCTURAL STEEL SHALL BE MINIMUM:

3. SHOP DRAWINGS, INCLUDING 3D MODELS, SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE FABRICATION

COMMENCES.

4. FABRICATION - FULLY SEAL ALL HOLLOW SECTIONS USING 5mm PLATES U.N.O.

5. CORRECT ALL MEMBER DISTORTIONS BEFORE AND AFTER WELDING.

6. ERECTION - ALL BASE PLATES TO BE SET ON 30mm PARCHEM CONSTRUCTION GROUT OR SIMILAR APPROVED.

7. STEELWORK ENCASED IN CONCRETE SLABS SHALL BE WRAPPED WITH 12mm ABLEFLEX FOR THE DEPTH OF THE SLAB, UNLESS

OTHERWISE NOTED

8. ALL PURLINS, GIRTS AND BRIDGING SHALL BE STRAMIT, LYSAGHT OR APPROVED EQUIVALENT. ALL SECTIONS SHOULD BE INSTALLED

IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

9. ALL STEELWORK, EXCEPT THAT ENCASED IN CONCRETE OR AT THE MATING SURFACES OF BOLTED CONNECTIONS FULLY TENSIONED

IN THE FRICTION MODE (8.8/TF), SHALL BE PREPARED AND SHOP PRIMED IN ACCORDANCE WITH THE STRUCTURAL STEELWORK

TREATMENT NOTES AND COATED IN THE FIELD AS SPECIFIED BY THE ARCHITECT.

10. STEELWORK PROTECTIVE TREATMENT -

a. ALL INTERNAL STEELWORK TO BE TREATED AS FOLLOWS U.N.O; APPLY TO A MINIMUM DRY FILM THICKNESS OF 75 MICRONS, A

SELF CURING ETHYL SILICATE BASED INORGANIC ZINC CONFORMING TO AS 2105 - 1992, TYPE 3 OR TYPE 4. THE METALLIC ZINC

CONTENT OF THE DRY FILM SHALL NOT BE LESS THAN 77% WHEN TESTED IN ACCORDANCE WITH THE CODE.

b. ALL EXTERNAL STEEL WORK, OR STEELWORK LOCATED IN CAVITIES TO BE HOT DIP GALVANIZED, AS FOLLOWS; PRIOR TO

GALVANIZING, THE SURFACES SHALL BE CLEANED OF ALL DIRT, GREASE, WELD SPLATTER, SLAG, OIL, PAINT OR OTHER

DELETERIOUS MATERIALS. STEEL SURFACES SHALL BE CHEMICALLY DESCALED OR SAND BLASTED TO CLEAN MATERIAL TO CLASS

2 TO AS 1627

c. ALL STEELWORK LOCATED PERMANENTLY BELOW AND IN CONTACT WITH FINISHED GROUND LEVEL TO USE TREATMENT (a) or (b)

ABOVE AND THEN APPLY TWO COATS OF DULUX 'DUREMAX GPE' OR EQUIVALENT GENERAL PURPOSE EPOXY, TO A TOTAL DRY

FILM THICKNESS OF 250 MICRONS.

d. REFER TO SPECIFICATION FOR ALL DETAILS WITH REGARDS TO PROTECTIVE TREATMENT.

e. GALVANIZED STEELWORK THAT IS SITE WELDED OR SUSTAINS ANY OTHER KIND OF SURFACE DAMAGE IS TO BE PREPARED TO AS

1627:2 CLASS 2 AND PRIMED WITH 2 COATS OF GALVANITE (MANUFACTURED BY JOTUN) TO MANUFACTURERS SPECIFICATION.

PAINTED STEEL THAT IS SITE WELDED OR SUSTAINS ANY OTHER KIND OF SURFACE DAMAGE SHOULD BE MADE GOOD USING THE

ORIGINAL PAINT TREATMENT

SECTION GRADEHOT ROLLED PLATES 300

HOT ROLLED OPEN SECTIONS (UB, UC, WB, WC, PFC, ANGLE & FLATS) 300 PLUS

RECTANGULAR HOLLOW SECTIONS (RHS, SHS) 350

CIRCULAR HOLLOW SECTIONS (CHS) 250

COLD FORMED SECTIONS (ZEDS, CHANNELS) 450

NOTES TO TENDERER

1. TENDER SUBMISSION - THE TENDERER ACCEPTS THAT NOT ALL STRUCTURAL ELEMENTS HAVE NECESSARILY BEEN SHOWN ON THE

STRUCTURAL DRAWINGS BUT SUFFICIENT INFORMATION HAS BEEN PROVIDED FOR THE TENDERER TO INFER THE STRUCTURAL

REQUIREMENTS FOR ALL ELEMENTS OF THE BUILDING. THE TENDERER MUST MAKE ALLOWANCE FOR ALL SUCH ELEMENTS. IF THE

STRUCTURAL REQUIREMENTS FOR ANY AREA OF THE BUILDING IS UNCLEAR TO THE TENDERER, THESE MUST BE CLARIFIED IN

WRITING PRIOR TO TENDER SUBMISSION.

2. THE TENDERER SHALL ALLOW FOR ALL NECESSARY SECONDARY AND TERTIARY STEEL REQUIRED TO SUPPORT ALL ARCHITECTURAL

CLADDINGS, LININGS AND FINISHES IN ACCORDANCE WITH MANUFACTURERS REQUIREMENTS FOR THE APPROPRIATE CONDITIONS.

WELDING AND BOLTING

1. CODES & COMPLIANCE - AS A MINIMUM, ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF AS4100, AS/NZS 1554 AND THEIR

AMENDMENTS

2. WELDING - THE WELDING PROCEDURE SHALL BE QUALIFIED BEFORE WELDING, AND CARRIED OUT BY A WELDER SUITABLY QUALIFIED

TO CARRY OUT SUCH A PROCEDURE. WHERE REQUIRED, WELDING SHALL BE CARRIED OUT UNDER THE SUPERVISION OF A SUITABLY

QUALIFIED WELDING SUPERVISOR.

3. ALL FILLET WELDS SHALL BE AT LEAST 6mm FILLET CONTINUOUS, CATEGORY 'GP', FOR THE FULL CONTACT OF THE MEMBER UNO.

4. ALL BUTT WELDS MUST BE CATEGORY 'SP' TO DEVELOP THE FULL TENSILE STRENGTH OF THE PARENT MATERIAL UNO.

5. USE FULL PENETRATION BUTT WELDS TO SPLICE MEMBERS UNO. SPLICE LOCATIONS MUST BE APPROVED BY THE ENGINEER. DO NOT

SPLICE HOLLOW SECTIONS UNLESS APPROVED IN WRITING.

6. ALL WELDS SHALL USE COMPLIANT CONSUMABLES THAT ACHIEVE THE TENSILE STRENGTH OF THE PARENT MATERIAL. USE B-E49XX

AND W50X ELECTRODES AS A MINIMUM UNO.

7. MINIMUM TESTING REQUIREMENTS FOR ALL WELDS SHALL BE AS FOLLOWS:

8. BOLTS - ALL BOLTS SHALL BE COMMERCIAL GRADE TO AS 1111 OR HIGH TENSILE TO AS 1252, USED IN CONFORMITY WITH AS 4100.

9. UNLESS NOTED OTHERWISE ADOPT HIGH TENSILE BOLTS, SNUG TIGHT (8.8/S) FOR ALL STRUCTURAL CONNECTIONS. HOLD DOWN

BOLTS SHALL BE COMMERCIAL GRADE (4.6/S).

10. WHERE FULLY TENSIONED BOLTS ARE REQUIRED USE LOAD INDICATING WASHERS UNLESS APPROVED OTHERWISE.

11. THE NOMINAL DIAMETER OF A COMPLETED HOLE OTHER THAN A HOLE IN A BASEPLATE SHALL BE 2mm LARGER THAN THE NOMINAL

BOLT DIAMETER FOR A BOLT NOT EXCEEDING 24mm IN DIAMETER, AND NOT MORE THAN 3mm LARGER FOR A BOLT OF GREATER

DIAMETER.

12. HOLES IN BASE PLATES FOR ANCHOR BOLTS SHALL BE:

• BOLT DIAMETER + 6mm FOR BOLTS UP TO AND INCLUDING M24;

• BOLT DIAMETER + 8mm FOR BOLTS OVER M24

13. CADMIUM PLATE ALL INTERNAL STRUCTURAL BOLTS, NUTS AND WASHERS UNO.

14. HOT DIP GALVANISE ALL EXTERNAL AND HOLDING DOWN BOLTS, NUTS AND WASHERS UNO.

15. EXTERNAL BOLTING WITHIN 1km OF COAST SHALL BE STAINLESS STEEL OR AS NOMINATED ON THE DRAWINGS.

16. MINIMUM CONNECTION TO BE 10 PL CLEAT, 2-M20 8.8/S BOLTS, 6mm CFW ALL AROUND UNO.

WELD

CATEGORY

EXTENT OF NON-DESTRUCTIVE EXAMINATION

VISUAL MEANS OTHER

VISUAL SCANNING VISUAL EXAMMAGNETIC PARTICLE

OR LIQUID PENETRANT

RADIOGRAPHY OR

ULTRASONICS

GP 100% 25% 0% 0%

SP 100% 50% 10% 10%

NOTE:

WHERE VISUAL EXAMINATION REVEALS IMPERFECTIONS, FURTHER TESTING SHALL BE UNDERTAKEN AT COST OF THE

CONTRACTOR TO THE SATISFACTION OF THE SUPERINTENDENT.

COMMERICAL GRADE BOLTS ARE DENOTED THUS: M20 4.6/S

HIGH TENSILE BOLTS FULLY TENSIONED: M20 8.8/TF

HIGH TENSILE BOLTS IN BEARING, BUT TENSIONED: M20 8.8/TB

HIGH TENSILE BOLTS SNUG TIGHT: M20 8.8/S

BUILDER NOTE - ENGINEERING COSTS

1. THE BUILDER IS REQUIRED TO PAY ALL COSTS ASSOCIATED WITH THE RE-DESIGN AND/OR RE-DOCUMENTATION DUE TO CHANGES OF

ANY STRUCTURAL ELEMENT FROM THAT SHOWN ON THE DRAWINGS PREPARED BY 'PERITAS GROUP'. A VARIATION COST WILL BE

PROVIDED FOR ACCEPTANCE PRIOR TO ANY WORKS BEING UNDERTAKEN.

2. THE BUILDER IS REQUIRED TO PAY ALL COSTS ASSOCIATED WITH THE DESIGN AND DOCUMENTATION OF ANY BUILDERS WORKS

REQUIRED TO COMPLETE THE PROJECT, INCLUDING BUT NOT LIMITED TO:

a. TEMPORARY PILING OR RETAINING

b. CRANE BASE DESIGN, LOCATION ADVICE OR LIFT STUDIES

c. CONSTRUCTION METHODOLOGY VARIED FROM THAT SHOWN ON THE DRAWINGS

d. DESIGN CHECKS OF INSITU ELEMENTS TO SUPPORT HOISTS, DECKS, SCAFFOLD OR WINCHES

e. MODULARISATION OF ANY INSITU ELEMENT

f. SLAB CONSTRUCTION JOINTS

g. LIFT TRIMMER BEAMS

h. ADDITIONAL SLAB PENETRATIONS

i. AS CONSTRUCTED DRAWINGS

CONSTRUCTION METHODOLOGY

THE DESIGN IS BASED ON THE FOLLOWING CONSTRUCTION METHODOLOGY. THE BUILDER SHALL ADVISE THE DESIGN ENGINEER IF THEY

INTEND TO VARY THE CONSTRUCTION METHODOLOGY PRIOR TO COMMENCING WORKS:

1. SHOP DETAILING OF PRECAST PANELS AND STRUCTURAL STEEL

2. RETAINING WALLS ARE EXCAVATED AND ITS FOOTING CONSTRUCTED.

3. GROUND FLOOR FOOTINGS EXCAVATED, COMPACTED & DEWATER IF NECESSARY CONSTRUCTED.

4. PRECAST WALLS INSTALLED AND PROPPED,

5. GROUND FLOOR INTERNAL SLAB POURED,

6. GROUND FLOOR STEEL COLUMNS,

7. HOLLOWCORE PLANKS INSTALLED ENSURING CENTRAL LOAD BEARING WALLS BALANCED (DO NOT COMPLETELY LOAD ONE SIDE),

8. TIE IN HOLLOWCORE PLANKS AND INSTALL TOPPING

9. FIRST FLOOR COLUMNS AND CORE WALLS CONSTRUCTED, BOUNDARY PRECAST PANELS ERECTED AND PROPPED TO FIRST FLOOR

SLAB.

10. ROOF STEELWORK ERECTED,

11. PROPS TO BE REMOVED.

PRECAST HOLLOWCORE PLANKS

1. MINIMUM STANDARD - PRECAST HOLLOWCORE PLANKS SHALL BE MANUFACTURED IN ACCORDANCE WITH AS3600 AND BEST INDUSTRY

PRACTICE.

2. SHOP DRAWINGS - PRIOR TO MANUFACTURE, THE PLANK SUPPLIER SHALL PREPARE AND SUBMIT SHOP DRAWINGS TO THE ENGINEER

AND ARCHITECT FOR REVIEW OF:

a. THE GENERAL ARRANGEMENT OF THE PLANKS SHOWING LAYOUT AND ALL MAJOR OPENINGS.

b. THE STRAND CONFIGURATION IN EACH PLANK

c. GENERAL ARCHITECTURAL AND ENGINEERING DESIGN INTENT

3. PRESTRESSING STEEL SHALL BE STRESS-RELIEVED LOW-RELATION STRAND COMPLYING WITH AS1311. STRAND SHALL BE CLEAN AND

FREE OF DELETERIOUS SUBSTANCES AT THE TIME OF CONCRETING.

4. CONCRETE STRENGTH - PRECAST CONCRETE SHALL HAVE MINIMUM 28-DAY STRENGTH OF 60MPA. CONCRETE STRENGTH AT THE

RELEASE OF PRESTRESS SHALL BE MINIMUM OF 35MPA.

5. TOLERANCES - PRECAST HOLLOWCORE PLANKS SHALL BE SUPPLIED IN ACCORDANCE WITH THE FOLLOWING TOLERANCES:

a. LENGTH +/- 10mm

b. WIDTH +3mm/-6mm

c. THICKNESS +/- 2mm

d. SQUARENESS OF END +/- 6mm

e. LOCATION OF STAND +/- 3mm

f. DIFFERENTIAL CAMBER ADJACENT UNITS 2MM/M BUT NOT GREATER THAN 10mm.

6. INSITU TOPPING CONCRETE:

a. STRENGTH SHALL BE AS SPECIFIED ON THE DESIGN DRAWINGS.

b. IF TOPPING CONCRETE IS USED TO GROUT KEYWAYS, THE MAXIMUM AGGREGATE SIZE SHALL BE 14mm

c. THE TOP SURFACE OF THE PLANKS SHALL BE INTENTIONALLY ROUGHENED TO ACHIEVE COMPOSITE ACTION WITH THE

TOPPING.

d. SUPPLY A WELL COMPACTED INSITU STRUCTURAL CONCRETE TOPPING AS DETAILED.

e. THE PLANK SURFACE SHALL BE CLEAN AND FREE OF LOOSE MATERIAL. IT SHALL BE LIGHTLY WETTED

IMMEDIATELY PRIOR TO PLACING THE TOPPING.

f. FINISH AND CURE THE TOPPING SO THAT PLASTIC SHRINKAGE CRACKS ARE CONTROLLED TO ACCEPTABLE LEVELS.

g. CONSTRUCTION JOINTS IN THE TOPPING SHALL BE LOCATED AS SHOWN ON THE DRAWINGS.

7. LIFTING, STORING, TRANSPORT AND ERECTION:

a. THE CONTRACTOR SHALL LIFTED, STORE, TRANSPORT AND ERECT THE PLANKS IN ACCORDANCE WITH THE

MANUFACTURERS RECOMMENDATIONS USING NOMINATED LIFTING POSITIONS ONLY.

b. ALL NECESSARY PROPPING, SHORING AND BRACING SHALL BE PROVIDED TO ENSURE THE STABILITY OF THE

STRUCTURE DURING ERECTION.

c. PLANKS SHALL BE INSTALLED BY AN ERECTION CONTRACTOR EXPERIENCED IN THE INSTALLATION OF PRECAST

HOLLOWCORE PLANKS.

8. DETAILS & INSTALLATION:

a. BEARING STRIPS SHALL BE ACCURATELY SET WHERE REQUIRED.

b. PLACE ANY ADDITIONAL REINFORCEMENT REQUIRED BY THE DRAWINGS.

c. KEYWAYS SHALL BE FILLED AND COMPACTED WITH A 3:1 SAND-CEMENT GROUT MIX OR BY THE TOPPING CONCRETE WITH

GOOD VIBRATION IN THE KEYWAY JOINTS.

d. VOIDS SHALL BE SEALED TYPICALLY 50mm FROM END OF THE PLANK TO PREVENT EGRESS OF TOPPING INTO THE CORES.

9. ATTACHMENTS AND PENETRATION:

a. ATTACHMENTS AND FIXINGS TO THE HOLLOW CORE PLANKS SHALL BE IN ACCORDANCE WITH APPROVED DETAILS ONLY

AND SHALL NOT IMPAIR OR REDUCE THE STRENGTH OF THE FLOOR PLANKS.

b. PENETRATIONS AND CHASES SHALL BE IN ACCORDANCE WITH DETAILS APPROVED BY THE STRUCTURAL ENGINEER AND

AGREED WITH THE MANUFACTURER.



MARK a b c d

UB15 150 UB 14.0 150 UB 18.0

UB18 180 UB 16.1 180 UB 18.1 180 UB 2.2

UB20 200 UB 18.2 200 UB 22.3 200 UB 25.4 200 UB 29.8

UB25 250 UB 25.7 250 UB 31.4 250 UB 37.3

UB31 310 UB 32.0 310 UB 40.4 310 UB 46.2

UB36 360 UB 44.7 360 UB 50.7 360 UB 56.7

UB41 410 UB 53.7 410 UB 59.7

UB46460 UB

67.1460 UB 74.6 460 UB 82.1

UB53 530 UB 82.0 530 UB 92.4

UB61 610 UB 101 610 UB 113 610 UB 125

MARK a b c d

UC10 100 UC 14.8

UC15 150 UC 23.4 150 UC 30.0 150 UC 37.2

UC20 200 UC 46.2 200 UC 52.2 200 UC 59.5

UC25 250 UC 72.9 250 UC 89.5

UC31 310 UC 96.8 310 UC 118 310 UC 137 310 UC 158

MARK a b c d e f

E02 25 x 25 x 3 EA 25 x 25 x 5 EA 25 x 25 x 6 EA

E03 30 x 30 x 3 EA 30 x 30 x 5 EA 30 x 30 x 6 EA

E04 40 x 40 x 3 EA 40 x 40 x 5 EA 40 x 40 x 6 EA 45 x 45 x 3 EA 45 x 45 x 5 EA 45 x 45 x 6 EA

E05 50 x 50 x 3 EA 50 x 50 x 5 EA 50 x 50 x 6 EA 50 x 50 x 8 EA 55 x 55 x 5 EA 55 x 55 x 6 EA

E06 65 x 65 x 5 EA 65 x 65 x 6 EA 65 x 65 x 8 EA 65 x 65 x 10 EA


E09 90 x 90 x 6 EA 90 x 90 x 8 EA 90 x 90 x 10 EA




E20 200 x 200 x 13 EA 200 x 200 x 16 EA 200 x 200 x 18 EA 200 x 200 x 20 EA 200 x 200 x 26 EA

MARK a b c d e f

U06 65 x 50 x 5 UA 65 x 50 x 6 UA 65 x 50 x 8 UA

U07 75 x 50 x 5 UA 75 x 50 x 6 UA 75 x 50 x 8 UA

U10 100 x 75 x 6 UA 100 x 75 x 8 UA 100 x 75 x 10 UA

U12 125 x 75 x 6 UA 125 x 75 x 8 UA 125 x 75 x 10 UA 125 x 75 x 12 UA

U15 150 x 90 x 8 UA 150 x 90 x 10 UA 150 x 90 x 12 UA 150 x 90 x 16 UA 150 x 100 x 10 UA 150 x 100 x 12 UA

MARK a b c d e f g

WB07 700 WB 115 700 WB 130 700 WB 150 700 WB 173

WB08 800 WB 122 800 WB 146 800 WB 168 800 WB 192

WB09 900 WB 175 900 WB 218 900 WB 257 900 WB 282

WB10 1000 WB 215 1000 WB 258 1000 WB 296 1000 WB 322

WB12 1200 WB 249 1200 WB 278 1200 WB 317 1200 WB 342 1200 WB 392 1200 WB 423 1200 WB 455

MARK a b c d e f g

WC35 350 WC 197 350 WC 230 350 WC 258 350 WC 280

WC40 400 WC 144 400 WC 181 400 WC 212 400 WC 270 400 WC 303 400 WC 328 400 WC 361

WC50 500 WC 228 500 WC 267 500 WC 290 500 WC 340 500 WC 383 500 WC 414 500 WC 440

MARK a b c

BT07 75 BT 7.0 75 BT 9.0

BT09 90 BT 8.1 90 BT 9.1

BT10 100 BT 9.1 100 BT 11.2 100 BT 12.7

BT12 125 BT 12.9 125 BT 15.7 125 BT 18.7

BT15 155 BT 16.0 155 BT 20.2 155 BT 23.1

BT18 180 BT 22.4 180 BT 25.4 180 BT 28.4

BT20 205 BT 26.9 205 BT 29.9

BT23 230 BT 33.6 230 BT 37.3 230 BT 41.1

BT26 265 BT 41.0 265 BT 46.3

BT30 305 BT 50.5 305 BT 56.5 305 BT 62.5

CT05 50 CT 7.4

CT07 75 CT 11.7 75 CT 15.0 75 CT 18.6

CT10 100 CT 23.1 100 CT 26.1 100 CT 29.8

CT12 125 CT 36.5 125 CT 44.8

CT15 155 CT 48.4 155 CT 59.0 155 CT 68.5

MARK

P07 75 x 40 PFC

P10 100 x 50 PFC

P12 125 x 65 PFC

P15 150 x 75 PFC

P18 180 x 75 PFC

P20 200 x 75 PFC

P23 230 x 75 PFC

P25 250 x 90 PFC

P30 300 x 90 PFC

P38 380 x 100 PFC

UB

UC

EA

UA

WB

W

C

BTPFC

CT

R075 75 x 50 x 1.6 RHS 75 x 50 x 2.0 RHS 75 x 50 x 2.5 RHS 75 x 50 x 3.0 RHS 75 x 50 x 4.0 RHS 75 x 50 x 5.0 RHS 75 x 50 x 6.0 RHS

R10 100 x 50 x 2.0 RHS 100 x 50 x 2.5 RHS 100 x 50 x 3.0 RHS 100 x 50 x 3.5 RHS 100 x 50 x 4.0 RHS 100 x 50 x 5.0 RHS 100 x 50 x 6.0 RHS 102 x 76 x 3.5 RHS 102 x 76 x 5.0 RHS 102 x 76 x 6.0 RHS

R12 125 x 75 x 2.0 RHS 125 x 75 x 2.5 RHS 125 x 75 x 3.0 RHS 125 x 75 x 4.0 RHS 125 x 75 x 5.0 RHS 125 x 75 x 6.0 RHS 127 x 51 x 3.0 RHS 127 x 51 x 5.0 RHS 127 x 51 x 6.0 RHS

R155 150 x 50 x 2.0 RHS 150 x 50 x 2.5 RHS 150 x 50 x 3.0 RHS 150 x 50 x 4.0 RHS 150 x 50 x 5.0 RHS 150 x 50 x 6.0 RHS



R25 250 x 150 x 5.0 RHS 250 x 150 x 6.0 RHS 250 x 150 x 8.0 RHS 250 x 150 x 9.0 RHS 250 x 150 x 10.0 RHS 250 x 150 x 12.5 RHS 250 x 150 x 16.0 RHS

R30 300 x 200 x 6.0 RHS 300 x 200 x 8.0 RHS 300 x 200 x 10.0 RHS 300 x 200 x 12.5 RHS 300 x 200 x 16.0 RHS

R35 350 x 250 x 8.0 RHS 350 x 250 x 10.0 RHS 350 x 250 x 12.5 RHS 350 x 250 x 16.0 RHS



RHS

MARK a b c d e f g h i j



R07 75 x 25 x 1.6 RHS 75 x 25 x 2.0 RHS 75 x 25 x 2.5 RHS

MARK a b c d e f g

S06 65 x 65 x 1.6 SHS 65 x 65 x 2.0 SHS 65 x 65 x 2.5 SHS 65 x 65 x 3.0 SHS 65 x 65 x 4.0 SHS 65 x 65 x 5.0 SHS 65 x 65 x 6.0 SHS


S08 89 x 89 x 2.0 SHS 89 x 89 x 3.5 SHS 89 x 89 x 5.0 SHS 89 x 89 x 6.0 SHS

S09 90 x 90 x 2.0 SHS 90 x 90 x 2.5 SHS


S12 125 x 125 x 4.0 SHS 125 x 125 x 5.0 SHS 125 x 125 x 6.0 SHS 125 x 125 x 8.0 SHS 125 x 125 x 9.0 SHS 125 x 125 x 10.0 SHS

S15 150 x 150 x 5.0 SHS 150 x 150 x 6.0 SHS 150 x 150 x 8.0 SHS 150 x 150 x 9.0 SHS 150 x 150 x 10.0 SHS


S25 250 x 250 x 6.0 SHS 250 x 250 x 8.0 SHS 250 x 250 x 9.0 SHS 250 x 250 x 10.0 SHS 250 x 250 x 12.5 SHS 250 x 250 x 16.0 SHS



S40 400 x 400 x 10.0 SHS 400 x 400 x 12.5 SHS 400 x 400 x 16.0 SHS

SHS

g

S03 30 x 30 x 1.6 SHS 30 x 30 x 2.0 SHS 30 x 30 x 2.5 SHS 30 x 30 x 3.0 SHS 35 x 35 x 1.6 SHS 35 x 35 x 2.0 SHS 35 x 35 x 2.5 SHS 35 x 35 x 3.0 SHS

S04 40 x 40 x 1.6 SHS 40 x 40 x 2.0 SHS 40 x 40 x 2.5 SHS 40 x 40 x 3.0 SHS 40 x 40 x 4.0 SHS


MARK a b c d e f

LIGHT

D05 48.3 x 3.2 CHS 48.3 x 4.0 CHS

D06 60.3 x 3.6 CHS 60.3 x 4.5 CHS 60.3 x 5.4 CHS

D07 76.1 x 3.6 CHS 76.1 x4.5 CHS 76.1 x 5.9 CHS

D09 88.9 x 4.0 CHS 88.9 x 5.0 CHS 88.9 x 5.9 CHS

D10 101.6 x 4.0 CHS 101.6 x 5.0 CHS

D11 114.3 x 4.5 CHS 114.3 x 5.4 CHS

D14 139.7 x 5.0 CHS 139.7 x 5.4 CHS

D16 165.1 x 5.0 CHS 165.1 x 5.4 CHS

MEDIUM

T05 48.3 x 2.3 CHS 48.3 x 2.9 CHS

T06 60.3 x 2.3 CHS 60.3 x 2.9 CHS

T07 76.1 x 2.3 CHS 76.1 x 3.2 CHS

T09 88.9 x 2.6 CHS 88.9 x 3.2 CHS

T10 101.6 x 2.6 CHS 101.6 x 3.2 CHS

T11 114.3 x 3.2 CHS 114.3 x 3.6 CHS

T14 139.7 x 3.0 CHS 139.7 x 3.5 CHS

LARGE

T16 165.1 x 3.0 CHS 165.1 x 3.5 CHS 168.3 x 4.8 CHS 168.3 x 6.4 CHS 168.3 x 7.1 CHS

T19 193.7 x 5.0 CHS 193.7 x 6.0 CHS 193.7 x 8.0 CHS 193.7 x 10 CHS

T22 219.1 x 4.8 CHS 219.1 x 6.4 CHS 219.1 x 8.2 CHS

T27 273.1 x 4.8 CHS 273.1 x 6.4 CHS 273.1 x 9.3 CHS 273.1 x 12.7 CHS

T32 323.9 x 6.4 CHS 323.9 x 9.5 CHS 323.9 x 12.7 CHS

T35 355.6 x 6.4 CHS 355.6 x 9.5 CHS 355.6 x 12.7 CHS

T40 406.4 x 6.4 CHS 406.4 x 9.5 CHS 406.4 x 12.7 CHS

T45 457.0 x 6.4 CHS 457.0 x 9.5 CHS 457.0 x 12.7 CHS

T51 508.0 x 6.4 CHS 508.0 x 9.5 CHS 508.0 x 12.7 CHS

MARK a b c d e f

COLD

FORMEDPURLIN/

GIRTS

C10 C10010 C10012 C10015 C10019

C15 C15010 C15012 C15015 C15019 C15024

C20 C20012 C20015 C20019 C20024

C25 C25015 C25019 C25024

C30 C30019 C30024 C30030

C35 C35024 C35030

Z10 Z10010 Z10012 Z10015 Z10019

Z15 Z15010 Z15012 Z15015 Z15019 Z15024

Z20 Z20012 Z20015 Z20019 Z20024

Z25 Z25015 Z25019 Z25024

Z30 Z30019 Z30024 Z30030

Z35 Z35024 Z35030

CHS

CHS

CHS

76 x 38 x 2.5 RHS 76 x 38 x 3.0 RHS 76 x 38 x 3.5 RHS

152 x 76 x 5.0 RHS 152 x 76 x 6.0 RHS

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

C

1 : 1 @ A1

00.11

PS18207


STEEL MEMBER SCHEDULE

JZ

23/08/18

KS

SC




9871 2 3 4 5

6

A

B

C

E

F

G

H

I

J

K

S12b

S12b

T10b

T10b

T10b

T10b

WP15a

WP15a

WP

15a

WP15a

WP15a

WP15a

WP15a

WP15a WP15a

WP15a WP15a

WP15a

T10b

T10b

T10b

T10b

WP15a

WP15a

WP15a

WP

15a

WP

20a

WP15a

WP

15a

WP15b

WP

15a

WP

15a

WP

15a

WP

20b

03.22

E703.22

E8

03.22

B2

03.22

B1

PJ

PJ

PJPJ

PJ

PJ

PJ

PJ

PJ

PJ

PJ

PJ

PJ

PJ

PJ

PJ

PF2

PF2

PF2

PF2

PF4

PF6

PF5

PF5 PF5PF2

PF2

PF3PF3

PF3

PF6

SF2

PF2

PF9

PF6

PF7

1000

PF6

PF4

SF1

PF8

SF1

SF1

SF1

SF1

SF1SF1

PF4

SF1

SF1

SF1SF1

S15c

S15c

PF6

PJ

PF1

PF9

PF7

PF9

SF3

SF3

WP

15a

WP

15a

PJ

01.11

G1

S12b

S12b

RW1

WP15a

PF2

PF6

PJ

PJ

PJ

PJ

PJ

SF4

PJ PJPJ WP20b PJ PJ PJ PJ PJ PJ PJ PJ PJ

RW2

SF4

PJ

CJ

CJ

SJ

SJ

SJ

SJ

CJ

SJ

SJ

CN

J

CJ

SJ

CNJ

SJ

CN

J

SJ

CJ

SJ

SJ

CJ

SJ

CN

J

PF1 PF4

PF1PF2

CN

J

CN

J

SJ

SJ

SF4 SF4 SF4

WP

15a

01.11

G2

01.11

G3

WP15a

SF

1

CN

J

CN

J

CN

J

CN

JC

NJ

PJ

PJ

PJ

CNJ

CPJ

CPJ

CPJ

CPJ

CPJ

WP

20b

WP

20b

WP

20b

WP

20b

WP

20b

WP

20b

WP

20b

WP

20b

WP20b

CPJ

CPJ

CPJ

PF3

CPJ

WP15a

WP15a

WP15a

WP15a

WP

15a

WP

20a

WP

15a

WP

15a

WP

15a

WP15a

WP

15a

WP

15a

WP

15a

WP

20a

WP

20a

WP

20a

WP15a

CN

J

DOWEL

DOWEL

DOWEL

DOWEL

DOWEL

DOWEL

DOWEL DOWEL

WP15b WP15b WP15b WP15b WP15b WP15b

SF2

SF2

SF1

SF2

SF1

SF2

SF2

WP20a WP20a WP20a

L

R12e

R12e

R12e

R12e

R12e

R12e

SF4

R12e

R12e

R12e

R12e

S07c

S07c

S07c

S07c

S07cS07

cS07c

S07c

S07c

S07c

S07c

S07c

S07cS07

cS07

c

S07c

S07c

S07c

S07c

S07c

SJ

WP15a

SF1

SF1

WP15a

CPJ

WP

20a

RW1

S07c

S07c

01.11

SIMG1

R12e

R12e

LIMESTONE

RETAINING WALL

DOWEL

DOWEL

DOWEL

DOWEL

STEP IN FOOTINGSTEP IN FOOTING

STEP IN FOOTINGSTEP IN

FOOTING

STEP IN

FOOTING

STEP IN

FOOTING

S07c

01.11

SIMG1

R12e

WP

15a

1000

COMBINE THE

STRIP FOOTING

AND PAD FOOTING

FOOTING LEVEL AT

SAME LEVEL AS

OFFICE STRIP

FOOTING ALONG

GRID A

PROVIDE THRESHOLD

RECESS AS PER

ARCHITECT`S DRAWINGS

ST1

ST1

ST1

ST1

ST1

ST1

ST1

ST1

ST1ST1

ST1ST1

ST1

ST1ST1

ST1ST1

ST1ST1

ST1

ST1

LEGEND

50mm WET AREA SET DOWN

DELAYED POUR EXTENT WILL BE SUFFICIENT

TO INDICATE EXTENT OF RETAINING

NON STANDARD SLAB THICKNESS

STEP IN SLAB

200

SLAB JOINT LEGEND

SAWN JOINT

CONTROL JOINT

CONSTRUCTION JOINT

SJ

CJ

CNJ

DOWEL JOINT SCHEDULEMARK DOWEL TYPE

SJ N/A (SAWN JOINT)

CJ

CNJ

SIZE (mm)

-

CRS (mm)

-

PEIKKO PLATE CRADLE 6 450

PEIKKO TERRADOWEL 6 450

SF4

RW3

WP20b

NOTATION

REFER STANDARD DRAWINGS FOR DETAILS U.N.O

PJ - PANEL JOINT

COL. - CORNER PANEL JOINT

ST1 - SLAB THICKENING 450x450x200D

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

C

As indicated @ A1

01.01

PS18207


GROUND - FOUNDATION AND SLABLAYOUT

JZ

23/08/18

KS

SC

1 : 100

GROUND - FOUNDATION AND SLAB LAYOUT

FOUNDATION SCHEDULE - PADWT WIDTH LENGTH DEPTH REINF. BTM. REINF. TOP.

PF1 600 600 400 SL 81 (B) -

PF2 700 700 400 SL 81 (B) -

PF3 1000 1000 400 N16-250 EW -

PF4 1100 1100 400 N16-250 EW -

PF5 1100 1100 800 MASSCONCRETE

-

PF6 1200 1200 400 N16-250 EW -

PF7 1500 1500 400 N16-250 EW -

PF8 1300 2400 400 N16-250 EW -

PF9 1000 2400 400 N16-250 EW - WALL SCHEDULEMARK THICKNESS TYPE REINF. HORIZ REINF. VERT

WP15a 150 THICK PRECAST WALL REFER STD DET. REFER STD. DET. &DETAIL

WP15b 150 THICK PRECAST WALL REFER STD DET. REFER STD. DET.

WP20a 200 THICK PRECAST WALL REFER STD DET. REFER STD. DET.

WP20b 200 THICK PRECASTRETAINING WALL

REFER STD DET. REFER STD. DET. &DETAIL

1. READ IN CONJUNCTION WITH THE TECHNICAL SPECIFICATION,

GENERAL NOTES,ARCHITECTURAL DRAWINGS AND STANDARD DETAILS.

2. REFER ARCHITECTURAL DRAWINGS FOR ALL SET OUT, SLAB LEVELS

AND FALLS.

3. DO NOT SCALE FROM THIS DRAWING, DO NOT USE STRUCTURAL

DRAWINGS FOR SET OUT. SURVEY ALL EXISTING STRUCTURES PRIOR

TO PROCURING MATERIALS.

4. POSITION FOOTINGS DIRECTLY UNDER COLUMNS AND WALLS.

5. SET DOWN ALL FOOTINGS 250 MIN FROM FINISHED SLAB LEVEL OR 200

MIN. FROM EXTERNAL GROUND LEVEL.

6. GROUND SLAB SHALL BE 125 MIN, SL72(T) ON WATERPROOF MEMBRANE

ON COMPACTED SAND.

7. GROUND SLABS HAVE BEEN DESIGNED FOR IN SERVICE LOADING

ONLY. NO CONSTRUCTION LOADS SHALL BE APPLIED TO THE SLAB

WITHOUT PRIOR ENGINEERING APPROVAL.

8. PROVIDE 200x200 EDGE THICKENING TO ALL FREE SLAB EDGES.

9. PROVIDE 2-N16x2000 LG RE-ENTRANT BARS TO ALL RE-ENTRANT

CORNERS.

10. REFLECT SLAB JOINTS THROUGH ALL BRITTLE FLOOR COVERINGS

AND MASONRY WALLS IF THEY ARE FOUNDED ON THE SLAB.

11. ALL WALLS TYPES SHALL BE AS SHOWN ON THE ARCHITECTURAL

DRAWINGS UNLESS TAGGED OTHERWISE ON LAYOUT

12. REFER TO STEEL SCHEDULES ON DRAWING ST-00.11 FOR MEMBER

SIZES.

13. REFER TO TYPICAL DETAILS ON ST-90.00 SERIES FOR DOWELS &

JOINT DETAILS.

14. DISTRIBUTION BARS IN FOOTINGS ARE N12-300 U.N.O

15. DOWELS FOR PRECAST PANEL BASE PER ELEVATION VIEWS U.N.O

FOUNDATION SCHEDULE - STRIPMARK WIDTH DEPTH REINF. BTM REINF. TOP

RW1 1600 400 REFER DETAILS REFER DETAILS



SF1 600 400 L11TM500 (B) -

SF2 800 400 SL 81 (B) -

SF3 1000 400 SL 81 (B) -

SF4 400 300 L11TM300 (B) -

1 : 100

PART PLAN

NOTES (CONTINUED)




C15

0-15

AT

450

CR

S

C15

0-15

AT

450

CR

S

C15

0-15

AT

450

CR

S

C15

0-15

AT

450

CR

S

C150-12 AT 450 CRS

C15

0-15

AT

450

CR

S

1

2

GHIJK

P15

UB

15a

UB

15a

UB

15a

UB

15a

UB

15a

UB

15a

UB

15a

UB

15a

UB

15a

COL.

COL.

COL.

COL.

COL.

COL.

COL.

COL.

R12e

COL.R12

e

R12e

R12e

S07c

COL.R12

eR12

e

COL.

R12e

COL.

R12e

R12e

S07c

S12b

COL.

COL.

COL.

COL.

COL.

COL.

R12e

COL.

COL.

P15

U10b U10b U10b

P15 P15 P15 COL.

U10b

R12e

UB

15a

R12e

P15

P15 P15

P15

P15

E07a CROSS BRACING

E07a CROSS BRACING

C15c

C15c

EDGE BEAM

EDGE BEAM

E07

aC

RO

SS

BR

AC

ING

TRIMMER

LEGEND

50mm WET AREA SET DOWN

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

A

As indicated @ A1

01.02

PS18207


STAGE AREA LAYOUT

JZ

23/08/18

KS

SC

1 : 50

GROUND - STAGE LAYOUT

1. READ IN CONJUNCTION WITH THE TECHNICAL SPECIFICATION,

GENERAL NOTES,ARCHITECTURAL DRAWINGS AND STANDARD

DETAILS.

2. REFER ARCHITECTURAL DRAWINGS FOR ALL SET OUT, SLAB LEVELS

AND FALLS.

3. DO NOT SCALE FROM THIS DRAWING, DO NOT USE STRUCTURAL

DRAWINGS FOR SET OUT. SURVEY ALL EXISTING STRUCTURES

PRIOR TO PROCURING MATERIALS.

4. ALL WALLS TYPES SHALL BE AS SHOWN ON THE ARCHITECTURAL

DRAWINGS UNLESS TAGGED OTHERWISE ON LAYOUT


SIZES.

NOTATION


COL. - COLUMN UNDER

A BUILDING PERMIT KS 22.10.18

1

RW1

FOOTING ALONG

BOUNADRY

WPM BY ARCHITECT

WPM

N20-200 AT SOIL FACE 3500

LONG. 200 COG AT BASE

HORIZONTALLY

NOTE TO BUILDER:

1. BUILDER TO CONSULT DBYD AND POT

HOLE VERGE TO CONFIRM ABSENCE

OF SERVICES IN ZONE OF PROPOSED

EXCAVATION PRIOR TO COMMENCING

RETAINING WALL CONSTRUCTION

2. BACKFILL AFTER THE GROUND SLAB

TO BE POURED AND CURED

3. PROPS TO REMAIN UNTIL ROOF

INSTALLED

RL718 MESH E/F/MAIN

BARS VERTICALLY

RBA 20 SB STARTERS WITH

RBA 20 TI AT 400 CRS

GROUND SLAB

G.L.

BO

UN

DA

RY

LIN

E

ABLEFLEX

6-N16

FABRICATED F-PLATE

ACROSS PANEL JOINT.

SF4

100

400

TEMP PROP

TYPICAL RW1 DETAIL

3500

MA

X.

A

BO

UN

DA

RY

LIN

E

WPM BY ARCHITECT

N12-400 AT OUTSIDE FACE 2000

LONG. 200 COG AT BASE

HORIZONTALLY

GL VARIES

RBA12TI THREADED INSERTS

WITH RBA12SB STARTER BARS

800 LG MIN. AT 400 CRS MAX.

SF4

ABLEFLEX

3-N16

650 TEMP PROP

DELAYED POUR STRIP

N12-600x1200 LG

CENTRAL IN SLAB

TEMP PROP

250

1500

MA

X.

1

1

100

1

2.5WPM

ABLEFLEX

GL VARIES

BO

UN

DA

RY

LIN

E

1200

MA

X.

TEMP PROP

SF4

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

C

1 : 20 @ A1

01.11

PS18207


GROUND - DETAILS

JZ

23/08/18

KS

SC

SECTION01.011 : 20

G1 SECTION01.011 : 20

G2

SECTION01.011 : 20

G3




PURLIN SCHEDULE

MARK MEMBER END SPACINGINTERNALSPACING

LAPPED ATSUPPORTS

ROWS OFBRIDGING

RP1 Z200-15 1000 1200 700 1

RP2 Z200-15 1000 1200 900 1

RP3 Z200-15 1000 1200 1050 1

RP4 Z200-19 1000 1200 900 2

RP5 Z200-19 1000 1200 1050 2

RP6 Z200-24 1000 1200 - -

RP7 Z150-19 1000 1200 1050 1

NOTE: MINIMUM CONNECTION TO BE 8PL CLEAT & 2-M12 PURLIN BOLTS

C150-15 AT 450 CRS

N12

-300

(T)

X 4

000

LG

IN H

OLL

OW

CO

RE

TO

PP

ING

N12

-300

(T)

X 4

000

LG

IN H

OLL

OW

CO

RE

TO

PP

ING

N16

-250

(T

2&B

2)

N16-250 (B1)

N16-250 (B1)

LEGEND

2000

50mm WET AREA SET DOWN -

LOAD BEARING UNDER -

SLAB THICKNESS -

STEP IN SLAB -

HOLLOWCORE TOPPING THICKNESS- 80

9871 2 3 4 5

6

A

B

C

E

F

G

H

I

J

K

200

UB

31a

UB

31a

UB

25a

P15

COL.

COL.

COL.

COL.

03.22

E703.22

E8

03.22

B2

03.22

B1

UB

20a

UB

20a

UB

20a

UB

20a

COL.

COL.

COL.

COL.

E09

a

P15

P15

P15

E07bE07b

E07bE07b

S12b

S12b

TR2

TR2

RP

7

RP1

RP2

P30

E09

a

UC

31d

COL.

COL.

E09

a

COL.

COL.P15

S10b S10b S10b

30x1.6 G1 BUILDERS STRAP

CROSS BRACING

30x1.6 G1 BUILDERS STRAP

CROSS BRACING

150

UNDER

UNDER

02.11

L1.1

02.11

L1.2

L1.5

02.11

C20e

150

L1.4

02.11

Sim.

L1.3

02.11

Sim.

L1.602.11

L1.8

02.11

02.11

L1.9

L1.4

02.11

Sim.

SO

FF

IT S

TE

P

SOFFIT STEP

P15

(TYP)

S07e L1.702.11

L

L1.3

02.11

Sim.

SOFFIT STEP

130

80

80

HC150(-80)

3-9.7 STRANDS (T)

5-12.7 STRANDS (B)

80

HC250(-80)

3-9.7 STRANDS (T)

10-12.7 STRANDS (B)

130

HC250(-130)

3-9.7 STRANDS (T)

8-12.7 STRANDS (B)

HC150(-130)

3-9.7 STRANDS (T)

5-12.7 STRANDS (B)

S12

a

S12

a

S12

a

S12a

S12a

S12a

S12a

S12a

S12a

R12e

R12e

R12e

R12e

R12e

R12e

COL.

R12e

R12e

R12e

R12e

R12e

R12

e

R12

e

R12

e

S07e

200

R12

eR

12e

R12e R12e

S12a

S12a

E07b

E07b

E07b

E07b

E07b

S12aE07

b

S12aE07

b

03.11

R1

E07b

S12a

80

HC250(-80)

02.11

L1.11

N12-250 T&B EWCOL.

COL.

COL.

COL.

TR3

P15

P15

P15P15

P15

U10b

DROPPER (TYP)

S12

a

S12a

E15aE15a

E09a

4-M20 WITH 10PL END

PLATE TO BEAM 10 PL

STIFFENERS TO BEAM

3-PANEL ANCHORS

FIXED TO PANEL

C20e

CURTAIN TRACK SUPPORT (TYP.)

S12a

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

C

As indicated @ A1

02.01

PS18207


LEVEL 01 - SUSPENDED SLABLAYOUT

JZ

23/08/18

KS

SC

NOTATION


PJ - PANEL JOINT

COL. - COLUMN UNDER

1 : 100

LEVEL 1 - SUSPENDED SLAB LAYOUT

1. READ IN CONJUNCTION WITH THE TECHNICAL SPECIFIATION, GENERAL

NOTES, ARCHITECTURAL DRAWINGS AND STANDARD DETAILS.

2. REFER ARCHITECTURAL DRAWINGS FOR ALL SLAB LEVELS AND FALLS.

3. BONDED TOPPING SHALL BE MIN 80 U.N.O THICK MEASURED AT TOP OF

PLANK.

4. BONDED TOPPING SHALL BE REINFORCED WITH RL918 (T) WITH MAIN BAR

PERPENDICULAR TO PLANK SPAN. PROVIDE 2-N16-100 TO TOPPING EDGES.

5. BONDED TOPPING SHALL BE CONTINUOUSLY CURED

FOR A MINIMUM OF 7 DAYS.

6. REFER TO STEEL SCHEDULES ON DRAWING ST-00.11 FOR MEMBER SIZES

7. PROVIDE 2-N16-2000 LONG RE-ENTRANT BARS AROUND SLAB

PENETRATION

TRUSS TR2 SCHEDULE

MARK DESCRIPTION

TOP CHORD

BTM CHORD

WEBS

VERTICALS

VERT AT GRIDS

COMMENTS

1000 CRS

R155d 150 x 50 x 4.0 RHS

R155d 150 x 50 x 4.0 RHS

R155d 150 x 50 x 4.0 RHS

R155d 150 x 50 x 4.0 RHS

℄ TO ℄

- -




TRUSS TR3 SCHEDULE

MARK DESCRIPTION

℄ TO ℄

TOP CHORD

BTM CHORD

WEBS

VERTICALS

VERT AT GRIDS

COMMENTS

1000 O/A

S10B 100 x 100 x 4.0 SHS

- -

150 x 100 x 5.0 RHS

100 x 50 x 4.0 RHS

R151b

R10e

100 x 50 x 4.0 RHSR10e

TEMPORARY PROPS TO

REMAIN UNTIL HOLLOWCORE

TOPPING TO BE CURED

250 HOLLOWCORE

150 HOLLOWCORE

100x100x4 SHS FILLET

WELDED ALONG BEAM

⌀19x198 STUDS @ 1000

CRS WELDED TO UC

BEAM PER AS 1554

UC31d

BS 125x3 GRANOR BEARING

STRIP AT FULL LENGTH OF UC

BS 100x3 GRANOR BEARING

STRIP AT FULL LENGTH

2-N16 x 800LG.

PER HOLLOWCORE

PL 10 STIFFENER

EITHER SIDE

2-M24 8.8 BOLTS

PL 25 END PLATE

200 SLAB

N12-400 'U' BARS

800

800

RBA16.SB x 800 LG WITH

RBA16TI T&B AT 400 CTS

600 MIN. LAP

TYPICAL INSITU SLAB TO PRECAST WALL

PRECAST PANEL

REID RBA12SB x 500 LG

STARTER BARS @ 1000 CRS IN

RBA12TI CENTRAL TO TOPPING

PRECAST PANEL

PROVIDE 1xRBA20SB x 800 LG REID BAR

STARTER IN RBA20TI THREADED INSERT

CENTRAL TO HOLLOWCORE MINIMUM 3

LOCATIONS PER HOLLOWCORE PLANK

(STRICTLY COORDINATE POSITION WITH

HOLLOWCORE SHOP DETAILER) LOCALLY

BREAKOUT TOP OF HOLLOWCORE TO ALLOW

INSTALLATION USE APPROVED GROUT FILL

OR ALLOW ADEQUATELY VIBRATED TOPPING

TO FILL AROUND STARTER AND VOID TO WALL

150x16 EA FIX TO WALL WITH

M16 PANEL ANCHORS AT 200

CRS. PROVIDE 3mm BEARING

40

NOM.20

8

E

4-M16 ANCHORS WITH

12mm FABRICATED

'L' BRACKET & CLEAT

PFC -

SITE WELD TO BRACKET

10 PL END PLATE

2-ANCHORS GALVANISED

75x4 SHS ALL STEEL

WORK GALVANISEDN12-400 'U' BARS

800

800

RBA16SB x 800LG. WITH

RBA16TI (T & B) AT 400 CRS.

600 MIN. LAP

2-N20-1000 LG AT EACH

HOLLOWCORE PLANK

PRECAST WALL

300

DRILL/EPOXY 3-N16 AT EACH

MODULE INTO PANEL.

EMBEDMENT DEPTH 200 MIN.

1-N12 500 LG EF LOCALLY

GRANOR BEARING STRIP

BS-100x3 ALONG TOP OF PANEL

100x4 SHS

TEMPORARY 100x10 EA

WITH 1- PANEL ANCHOR

@ 250 CRS

150

150 HOLLOWCORE

+ 85 TOPPING

250 HOLLOWCORE

+ 85 TOPPING NO

M.

40

TR

US

S

LOCALLY BREAK CORE

& CORE FILL

10PL. END PLATE

2-M16 ANCHORS

10PL. CLEAT

1-M16 8.8/S BOLT

E07a

150 x 10EA WELDED

TO BTM. TRUSS CHORD

N12-600 ALONG

INFILL AT 500 CRS.

2-N16 (B)

COG AT ENDS

10PL. T-CLEAT

2-M16 ANCHORS

10PL. CLEAT WITH 35mm

VERT. SLOTTED HOLE

WELDED TO TRUSS TOP CHORD

1-M16 8.8/S BOLT

STEEL ANGLE BY

'WINDOW FRAME CONTRACTOR'

PROVIDE 35mm VERTICAL SLOTTED HOLES

CAST-IN

150 x 90 x 10 UA

WITH N12-500 LIGS

WELDED TO BACK

BALUSTRADECONC. INFILL CONC. INFILL

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

As indicated @ A1

02.11

PS18207


LEVEL 01 - DETAILS

JZ

23/08/18

KS

SC

SECTION02.011 : 20

L1.1

SECTION02.011 : 20

L1.2

SECTION02.011 : 20

L1.5

SECTION02.011 : 20

L1.3

SECTION02.011 : 20

L1.4

DETAIL02.011 : 10

L1.6 DETAIL02.011 : 10

L1.7 SECTION02.011 : 20

L1.8

DETAIL02.011 : 10

L1.9



SECTION02.011 : 10

L1.11

PURLIN SCHEDULE

MARK MEMBER END SPACINGINTERNALSPACING

LAPPED ATSUPPORTS

ROWS OFBRIDGING

RP1 Z200-15 1000 1200 700 1

RP2 Z200-15 1000 1200 900 1

RP3 Z200-15 1000 1200 1050 1

RP4 Z200-19 1000 1200 900 2

RP5 Z200-19 1000 1200 1050 2

RP6 Z200-24 1000 1200 - -

RP7 Z150-19 1000 1200 1050 1

NOTE: MINIMUM CONNECTION TO BE 8PL CLEAT & 2-M12 PURLIN BOLTS

9871

23 4 5 6

A

B

C

E

F

G

H

I

J

K

E2C03.21

E603.22

03.22

E703.22

E8

COL.

COL.

UB46a

UB46a

UB46a

P20P20

P20

03.22

B1U

B20

a

UB

20a

UB

20a

UB

20a

TR

1

S10b

S10b

S10b

S10b

S10b

TR

1

TR

1

TR

1

S10b

S10b

S10b

S10b

S10b

S10b

S10b

S10b

E07b E07b

E07bE07b

E07b

E07b

E07b

E07b

E07b

E07b

E07b

E07b

E07b E07b

E07b

E07b

P20

P20

P20

P20

P20

S10

bS

10b

S10

bS

10b

S10

b

E07b

E07b

E07b

E07b

E07b

E07b

E07b

E07bE07b

E07b

E07b

E07b

E07b

E07bE07b

E07b

S10

b

P20

P20

P20

P20

P20

E09a

RP3

RP2

E2A03.21

E303.21

E103.21

E07b

E07b

E07b

E07b

E07b

E07b

E07b

P20

P20

P20

P20

P20 P20 P20 P20 P20

P20

P20

P20

P20

P20

P20

P20

P20

P20

P20 P20 P20

RP5

RP5

RP6

RP6

E2B03.21

FB

FB

FB

FB

FB

FB

FB

FB

FB

FB

FB

P20

C20e

RP

4

E07b

L

RP

3

RP

3

B1.203.11

E09a

RP2

RP2

RP5

S12

a

S12

a

S12

a

UB20a

UB20a

UB20a

UB20a

UB20a

UB20a

E07b

E07b

E07b

UB20a

UB20a

03.11

R1

UB20a

COL.

COL. COL.

COL.

COL.

COL.

E09

c

E09

c

E09

c

COL.

E09

c

E09

c

03.11

R2

COL.

UB20a

COL.

UB

20a

UB36b

UB

25a

UB31b

E07bE07b E07bE07b

P20

E09

a

P20

E09

a

P20

E09

a

UB31a

P20

E09

a

UB

20a

UB

20b

UB

20a

UB20b

UB

20a

P20 E09

a

P20

E09

a

UB25a

03.11

01

UNDER

UNDER

FB

FB

FB

FB

UNDER

UNDER

UNDER

UNDER

2-M20 10 PL CLEAT TO BOTTOM

CHORD OF TR1 SLOTTED

VERTICALLY ON ONE CLEAT

UNDERFB

FB

FB

FB

FB

FB

FB

FB

COL.

2-M20 10 PL CLEAT TO BOTTOM

CHORD OF TR1 SLOTTED

VERTICALLY ON ONE CLEAT

2-M20 10 PL CLEAT TO STRUT

SLOTTED VERTICALLY ON ONE

CLEAT

UNDER

UNDER

FT

COL.

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

C

As indicated @ A1

03.01

PS18207


ROOF - STEEL FRAMING LAYOUT

JZ

23/08/18

KS

SC

1 : 100

ROOF - STEEL FRAMING LAYOUT

N

E

S

W

1. READ IN CONJUNCTION WITH THE TECHNICAL SPECIFIATION, GENERAL

NOTES, ARCHITECTURAL DRAWINGS AND STANDARD DETAILS.

2. ROOF PURLINS SPACING BASED ON KIPLOK BMT 0.48 ROOF SHEETING.

3. AWNING SHEETING SPACING BASED TRIMDEK BMT 0.48


SIZES.

NOTATION


FB - FLY BRACING

TRx - TRUSS

COL. - COLUMN UNDER

TRUSS TR1 SCHEDULE

MARK DESCRIPTION

℄ TO ℄

TOP CHORD

BTM CHORD

WEBS

VERTICALS

VERT AT GRIDS

COMMENTS

1500 CRS

S08b 89 x 89 x 3.5 SHS

S08c

R075d

S05b

- -

89 x 89 x 5.0 SHS

55 x 55 x 5.0 EA

75 x 50 x 3.0 RHS




TRUSS FT SCHEDULE

MARK DESCRIPTION

℄ TO ℄

TOP CHORD

BTM CHORD

WEBS

VERTICALS

VERT AT GRIDS

COMMENTS

550 O/A

R155C 150 x 50 x 3.0 RHS

- -

150 x 50 x 3.0 RHS

150 x 50 x 3.0 RHS

150 x 50 x 3.0 RHS

R155C

R155C

R155C

G

CO

L.

TR1 UB20a

4-M20 8.8/TB WITH PL 12 END PLATE

100

REFER DRAWING ST-90.05 FOR WEB SIDE DETAILS

3

G

COL.

PRECAST CONCRETE PANEL

4-PANEL ANCHORS WITH PL10 CLEAT AND END PLATE

2-M20 8.8/S WITH 22x55 SLOTTED HOLE HORIZONTALLY ON ONE CLEAT ONLY

10PL 'T' CLEAT

2-M20 8.8/S WITH 10PL CLEAT

4-PANEL ANCHORS WITH PL10 CLEAT AND END PLATE

TR2

4

1-M20 BOLT

10PL CLEAT2-M20 BOLTS

10PL CLEAT2-M20 BOLTS

10 PL1-M20 BOLT

R07

5d

10PL END PLATE2-M20 BOLTSUB20a

E07

b

TR1

S12a

CO

L.

E09c

10 PL CLEAT2-M20 SLOTTED VERTICALLY

6

03.22

E8

REFER WEB SIDE CLEATTO WALL DETAIL

LYSAGHT ANGLE PRESSINGTO TRIM FOR GUTTER.FIX TO PURLIN TO FLANGE VIA1-14g TEK SCREW

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:


ALL RIGHTS RESERVED. THIS WORK IS COPYRIGHT AND CANNOT BE REPRODUCED OR COPIED BY ANY MEANS WITHOUT THE WRITTEN PERMISSION OF PERITAS CONSULTING PTY LTD.

ANY LICENSE, EXPRESS OR IMPLIED, TO USE THIS DOCUMENT FOR ANY PURPOSE WHATSOEVER IS RESTRICTED TO THE TERMS OF THE AGREEMENT BETWEEN PERITAS CONSULTING PTY LTD AND THE INSTRUCTING PARTY.

COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

1 : 10 @ A1

03.11

PS18207LOT 3126, 68 AMESBURY LOOP, BUTLER, WAKINGDOM CITY BUTLER

ROOF & CANOPY DETAILS

JZ

23/08/18

KS

SC

DETAIL03.221 : 10

B1.1

DETAIL03.011 : 10

B1.2

DETAIL03.221 : 10

B1.3

SECTION02.011 : 10

R1 SECTION03.011 : 10

R2



SECTION03.011 : 10

01

Ground

987

LEVEL 1

ROOF LEVELPJ PJ

CO

L.

1 2 3 4 5 6

PFBFR PFB PFB

PJ PJ PJ

CO

L.

CO

L.

CO

L.

CO

L.

PCB

Ground

G H I J K

LEVEL 1

ROOF LEVEL

PFBPFBPFBPFBPFB PCB2FR

PJ PJ PJ PJ PJ

EF

Ground

ABCEF

LEVEL 1

ROOF LEVEL

PCB2 PCB2

PJ PJ PJ

L

Ground

LEVEL 1

ROOF LEVEL

PCB

PCB

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

C

1 : 100 @ A1

03.21

PS18207


BUILDING SECTIONS & ELEVATIONS -SHEET 1

JZ

23/08/18

KS

SC

ELEVATION03.011 : 100

E2CELEVATION03.011 : 100

E2A


E3


E1


E2B

1. READ IN CONJUNCTION WITH GENERAL NOTES, ARCHITECTURAL

DRAWINGS AND STANDARD DETAILS.

2. ADDITIONAL PANEL REINFORCEMENT ONLY SHOWN ON ELEVATION.

REFER 'PRECAST CONCRETE PANEL SCHEDULE' FOR MAIN

REINFORCEMENT DETAILS.

NOTATION


FBx - PANEL 'F' BRACKET

PCB - PANEL CORNER BRACKET

PFB - PANEL FLAT BRACKET

FR - FIRE TIE

TCx - TRUSS CONNECTION

SP - SPLICE





E4

TOP CHORD

BOTTOM CHORD

VERTICAL

WEB

PURLINS TO ALIGN WITH

TRUSS NODES U.N.O.

TRUSS MEMBERS - PART ELEVATIONN.T.S

Ground

9 8 7

LEVEL 1

ROOF LEVEL

DOWELS

(TYP)

PFB PFB PFB PFB PFB PFB PFB FR

PCB

Ground

GHIJK

LEVEL 1

ROOF LEVEL

TR1

B1.103.11

CO

L.

SP

4-M16 8.8 WITH

END PLATE

TYP.

SHOP DETAILER TO COODINATE

WITH MECHANICAL DRAWINGS TO

AVOID CLASH WITH PIPES

SHOP DETAILER TO COODINATE

WITH MECHANICAL DRAWINGS TO

AVOID CLASH WITH PIPES

A B C E FL

Ground

GHIJK

LEVEL 1

ROOF LEVEL

FR

PCB

Ground

87

LEVEL 1

TR2

B1.303.11

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:











COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

C

As indicated @ A1

03.22

PS18207


BUILDING SECTIONS & ELEVATIONS -SHEET 2

JZ

23/08/18

KS

SC


E6

SECTION01.011 : 100

B1


E7 ELEVATION01.011 : 100

E8

SECTION01.011 : 100

B2

1. READ IN CONJUNCTION WITH GENERAL NOTES, ARCHITECTURAL

DRAWINGS AND STANDARD DETAILS.

2. ADDITIONAL PANEL REINFORCEMENT ONLY SHOWN ON ELEVATION.

REFER 'PRECAST CONCRETE PANEL SCHEDULE' FOR MAIN

REINFORCEMENT DETAILS.

NOTATION


FBx - PANEL 'F' BRACKET

PCB - PANEL CORNER BRACKET

PFB - PANEL FLAT BRACKET

FR - FIRE TIE

TCx - TRUSS CONNECTION

SP - SPLICE

TRUSS TR1 SCHEDULE

MARK DESCRIPTION

℄ TO ℄

TOP CHORD

BTM CHORD

WEBS

VERTICALS

VERT AT GRIDS

COMMENTS

1500 CRS

S08b 89 x 89 x 3.5 SHS

S08c

R075d

S05b

- -

89 x 89 x 5.0 SHS

55 x 55 x 5.0 EA

75 x 50 x 3.0 RHS

TRUSS TR2 SCHEDULE

MARK DESCRIPTION

TOP CHORD

BTM CHORD

WEBS

VERTICALS

VERT AT GRIDS

COMMENTS

1000 CRS

R155d 150 x 50 x 4.0 RHS

R155d 150 x 50 x 4.0 RHS

R155d 150 x 50 x 4.0 RHS

R155d 150 x 50 x 4.0 RHS

℄ TO ℄

- -




BASEPLATE SCHEDULE

MARK MEMBER 'D' 'B' 'X' 'Y' 'T'WELD'W'

BOLT HOLE ∅

S12b 125 x 125 x 5.0 SHS 225 225 225 225 16 6 M16 U-BOLT 18

S15c 150 x 150 x 8.0 SHS 300 300 250 250 16 6 M16 U-BOLT 18

T10b 101.6 OD x 3.2 CHS 200 200 130 130 12 6 M16 U-BOLT 14

NOTES:1. PROVIDE ∅14mm HOLES IN BASE PLATE FOR GROUT EGRESS2. STEEL FOR BASE PLATES TO COMPLY WITH AS 3678,3. ALL CHEM BOLTS TO BE 'HILTI HIT-HY 200 CHEMICAL INJECTION WITH HIT-V-F ROD'4. ALL HOLDING DOWN BOLTS TO BE GRADE 4.6/S5. ALL COLUMNS TO BE SAW CUT AT BASE TO ACHIEVE FULL BEARING CONTACT TO THE BASE PLATE.6. ALL BOLT HOLES SHALL BE DRILLED7. ERECTOR TO BRACE COLUMNS UNTIL ALL ROOF MEMBERS ATTACHED

12x12 RECESS SEALED WITHAPPROVED SEALANT TOMANUFACTURERS SPECIFICATION28 DAYS AFTER CONCRETE POUR

WPM DOWEL AND SLEEVEREFER LAYOUT (GALVANISED EXTERNAL)

PAINT JOINT FACE WITHAPPROVED DEBONDING AGENTPRIOR TO POURING ADJACENTSLAB

POUR 1 POUR 2

STOP MESH 75mmEITHER SIDE OF JOINT

'D'

WPM DOWEL CRADLE REFERLAYOUT (GALVANISEDEXTERNAL)

SAW CUT TO DEPTH 'D'/3WITHIN 24 HOURS OF CONCRETEPOUR. SEAL JOINT WITHAPPROVED SEALANT TOMANUFACTURERS SPECIFICATION28 DAYS AFTER CONCRETE POUR

STOP MESH 75mmEITHER SIDE OF SAWCUT

'D'

STRIPFOUNDATION

PADFOUNDATION

LAP 800 MIN

BLOCKOUT TO CLEARBASEPLATE. MAKEGOOD AFTER COLUMNERECTION

FLOOR JOINTWHERE SHOWNON PLAN

RE-ENTRANT BARWHERE NO FLOORJOINT EXISTS






FLOOR JOINTWHERE SHOWN ON PLAN

FLOOR JOINT WHERE SHOWN ON PLAN

135°

135°

CLEAR

100

135°

135°

45° 45°

CLEAR10

0

135°

135°

CLEAR10

0CLEAR

100

1-N12CONTINUOUS

GREATER THAN 1½ D OR 250

GREATER THAN 1½ D OR 250

'D'

NON LOAD BEARING WALL

FFL

FO

R D

EP

TH

RE

FE

R N

OT

ES

'D'

1½'D'

FOOTING REFERPLAN

BLOCKOUT IN SLAB

REFER TO BASEPLATE SCHEDULEFOR BASE PLATE AND HOLDDOWN BOLT DETAILS

20 COMPRESSIBLEFILLER SURROUND

RE-ENTRANT BARSWHERE APLICABLE

12mm COMPRESSIBLEFILLER ALL AROUND COLUMN & APPROVED BONDBREAKER OVER BASEPLATE

NOTE: CROSS BARS/WIRES MUST PHYSICALLY INTERLOCK AS SHOWN

MINIMUM OVERLAP =GREATER OF S1 OR S2PLUS 25mm

S2

S1

25 MIN

SHS, RHS AND CHS LAYOUT

B

X

D Y

WTYP

SAW CUT TO DEPTH 'D'/3WITHIN 24 HOURS OF CONCRETEPOUR. SEAL JOINT WITHAPPROVED SEALANT TOMANUFACTURERS SPECIFICATION28 DAYS AFTER CONCRETE POUR

STOP MESH 75mmEITHER SIDE OF SAWCUT

WPM SL62 x 600 WIDECENTRAL

'D'

1

2

MA

X.

600

MIN.300

20mm DEEP TOOL JOINT CUT EVERY SECONDBAR AT JOINT WHENAPPLICABLE

WPM

'D'

ANCHOR BOLT SCHEDULE

'A' 'B' 'C' 'T' 'W' 'L'

'U'-BOLT

T.O.F. 12 150 50 6 6 160

16 225 50 10 6 225

20 300 50 12 6 280

24 375 50 16 8 335

30 450 75 20 10 425

36 550 75 25 12 520

450

(M30

-M36

)30

0 (M

12-M

24)

REFER SCHEDULE

2 x ∅14 GROUT HOLES EACH SIDE OF WEB

BASEPLATEREFER SCHEDULE

30 GROUT

LANDING DETAIL-PRECAST WALL

SLABREINFORCEMENT

N12-400DIST.

7-N1220 COVER

THOROUGHLYSCABBLE SLABSURFACE

N12-400DIST.

N12-400DIST.

7-N1220 COVER

N12-400

7-N1220 COVER

LANDING LEVEL

LANDING LEVEL

PRECAST CONCRETE WALL

RB12TI THREADED INSERTS AT 400 CRS MAX WITH RB12 STARTER BAR x 600 LONG

LANDING LEVEL

400

200

WAI

ST150

500

500

WAIST

150

500

500

500

150

225

RE

FE

R N

OT

ES

FO

R D

EP

TH

FFL

DELAY POUR

LIGHT WEIGHT STUDWALL TO BUILDERS DETAIL

N12-600 x 1200 LONGCENTRAL IN SLAB600 LAP WITHREINFORCEMENT

GL

150 N.B. PIPEGALVANISED FILLEDWITH CONCRETE

UNREINFORCEDCONCRETEFOUNDATION

CONCRETEBLOCK/PACKER

EXTERNAL

500 DIA

700

150

1600

GL

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:




COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

As indicated @ A1

90.01


STANDARD SLAB ON GROUND &FOUNDATION DETAILS

JZ

23/08/18

KS

SC

1 : 10

CONSTRUCTION JOINT (CNJ'x')1 : 10

CONTROL JOINT (CJ'x')

1 : 20

STRIP TO PAD FOUNDATION DETAIL

1 : 20

TYPICAL BLOCKOUT DETAILS

1 : 20

TYPICAL EDGE THICKENING DETAIL

1 : 20

TYPICAL WET AREA SETDOWN

1 : 20

COLUMN BLOCKOUT DETAIL1 : 20

TENSION LAP SPLICE IN CONVENTIONAL MESH DETAIL

1 : 10

HD BOLT & PLATE DETAILS

1 : 10

SAWN JOINT (SJ)1 : 20

FOUNDATION STEP DETAIL1 : 10

TOOL JOINT (TJ)

1 : 10

HD BOLT EMBEDMENT DETAILSNTS

TYPICAL CONCRETE STAIRS DETAIL

NTS

TYPICAL WET AREA



1 : 20

TYPICAL BOLLARD DETAIL

PLAN

(WHERE SLAB POURED PRIOR TO PANEL ERECTON)

FILL GAP WITHAPPROVED WATERPROOF GROUT AFTER PANEL ERECTION

100 x 100 x 10 EA x 300LONG. 2-M16 CHEMICALANCHORS (HOT DIP GALV)

PROVIDE 50 O/A SLOTAND 50 x 50 x 8PL.WASHERS (HOT DIP GALV)

NOTE:TYPICAL AT END OF PANEL ORACROSS PANEL JOINT WHERE NOCOLUMN IS PROVIDED

PLAN

WHERE NO SLAB EXISTS (OR WHERE INDICATED)

200 x 200 x 13EA x 400 LONG (HOT DIP GALVANIZED)2-M16 CHEMICAL ANCHORSPER LEG

PROVIDE 50 O/ASLOT AND 50 x 50 x 8PL. GALV. WASHERS

130

ELEVATION - PANEL JOINTELEVATION - TYPICAL UNO

HUS SCREW ANCHORS SIZES

PANEL THICKNESS ANCHOR

<150 HUS-HR10

≥ 150 HUS-HR14

GENERALLY:2-HUS SCREW ANCHORSAT JOINT:2-HUS SCREW ANCHORSEACH SIDE OF JOINT

100 x 10FL. WELDEDTO BASE PLATE

10FL. BASE PLATELENGTH TO SUITPANEL THICKNESS

150 x 10FL.

FOOTING

2-M16-HSA (GALV)250 SPACING

∅18 x 40 O/A SLOTTED HOLES

PJ

HUS ANCHORS TOPANEL TYP. 250 100100

100

FFL

PJ

CO

L.

BRACKET REQUIRED ONONE SIDE ONLY WHERENO PANEL JOINT OCCURS

REFER TYPICALPANEL SUPPORTCONNECTION DETAILS

PJ

CFB2

CFB2

CCB

CCB

CCB

CFB2

CFB1

CFB1

CFB1C

OL.

CO

L.

REFER TYPICALEAVE TIE DETAILWHERE REQUIRED

PJ

CFB2

CO

L.

REFER TYPICALPANEL PACKINGDETAIL

CFB2

CFB1

500

MA

X.

250

MIN

.

HE

IGH

T M

AX

= 5

0 x

PA

NE

L

EQ

.E

Q.

500

REFER TYPICALEAVE TIEDETAIL

PJ PJ

TRUSS ORBEAM

PJ

PFB PFB PCB1

PCB1

REFER TYPICALPANEL SUPPORTCONNECTION DETAILS

REFER TYPICALPANEL PACKINGDETAIL

FFL

500

MA

X.

250

MIN

.E

Q.

EQ

.

MESH REINFORCEMENTTHROUGHOUT REFERPRECAST CONCRETE PANELSCHEDULE

TRIMMER BAR TO FULLPERIMETER TYP.REFER PRECAST CONCRETEPANEL SCHEDULE

REFER BUILDING ELEVATIONS FOR ADDITIONAL PANEL REINFORCEMENT

N16-200 FOR LEGWIDTH LESS THAN1000 CENTRAL FORPANELS <200 THICK,EACH FACEOTHERWISE

COG BAR 250 WHERE 600EXTENSION PASTOPENING NOT POSSIBLE

PROVIDE 1200 LONG RE-ENTRANTBAR FOR ALL PANELS AT ALLRE-ENTRANT CORNERS.

(TY

P.)

600

(TYP.)600

(TY

P.)

600

250

WID

TH

LIN

TE

L

(600 MIN.)

LEGWIDTH

PLAN VIEW

PANEL FLAT BRACKET 'PFB'

300 x 12FL. x 400 LONG4-MECHANICAL ANCHORS

40 O/A SLOT ONE SIDE

MIN.150

PANEL CORNER BRACKET 'PCB1'

200 x 13EA x 300 LONG ANGLE BRACKET.2-MECHANICAL ANCHORSPER LEG

40 O/A SLOT

MIN

.15

0

NOTE:STAGGER BRACKETVERTICALLY TO PROVIDE 100mm BETWEEN FIXINGS

PANEL CORNER BRACKET 'PCB2'

300 x 12FL. FABRICATEDANGLE BRACKET.2-MECHANICAL ANCHORSPER LEG AT 200 VERT. CRS.

EXTERNALINTERNAL

40 O/A SLOT

TYP.150

PRECAST CONCRETE PANEL SCHEDULE

THICKNESS (mm) MESHTRIMMER/PERIMETER/

RE-ENTRANT BARSMESH AND REINF.

POSITIONMIN. LEG/LINTEL

WIDTH

150

200

SL82

SL718

N16*

N16

CENTRAL

EACH FACE (MAIN BARS VERTICALLY)

600

800

* - WHEN BRIDGING IS FIXED TO TOP OF PANEL, REPLACE CENTRAL BAR WITH 1-N12 EACH FACE, FIXING FACE ONLY

SECTIONSECTION VIEW 1x

1x

FFL

NOTE: ALL SLABS AND BEAMS SHALL BE PROPPED OR TEMPORARILY SUPPORTED UNTIL SLEEVES ARE GROUTED AND CURED FOR 48 HOURS MIN.

NON SHRINKGROUT

300

FFL

RBA20 INTO RBA20C COUPLERS @ 2500 CRS.(2 MIN. PER PANEL)

50 DIA. GALV CORRUGATEDGROUT DUCT. CRS. TOMATCH DOWELS. FILL WITH FLOWABLE GROUT AFTER PANEL BASE IS GROUTED

WHERE MESH CENTRALPROVIDE N10-200 x 600LONG EACH FACE

FILL WITH APPROVEDFLOWABLE, LOWSHRINK GROUT AFTERPANEL BASE ISGROUTED

SHIMS REFERDETAIL

N20 DOWEL EPOXYINTO FOOTINGEMBEDMENT DEPTH 250mm

-- SCALE 1:20

-TYP.300

600

U.N

O.

FT1FT2

NOTE:-PANEL REINFORCEMENT NOT SHOWN FOR CLARITYMIN 200mm FROM TOP OF PANEL

FIRE WALL

2 - RAMSET TCM16RSS CONC. FERRULE INSERTS LOCATED AS SHOWN ON PANEL ELEVATIONS PROVIDE 1-N12 x 300mm LONG TIE BAR THROUGH ALL CONCRETE INSERTS (TYPICAL)

COMPATIBLEBACKING ROD

APPROVEDSEALANT

FOR DEFORMABLE COLUMNTIE DETAIL REFER BHP/ONE STEEL "SUPPORT OFEXTERNAL WALLS IN FIRE"

2-M20 8.8/SBOLTS

FIRE WALL

2-M20 CONC. FERRULESWITH N12 TIE BARLOCATED AS SHOWN.

COMPATIBLEBACKING ROD

APPROVEDSEALANT

SPEEDIBOLT TILTLOKDEFORMABLE BRACKET(GALV.) "FIRE TIES"

2-M20 8.8/SBOLTS

200

200

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:




COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

As indicated @ A1

90.02


STANDARD PRECAST CONCRETEDETAILS

JZ

23/08/18

KS

SC

1. TYPICAL DETAILS SHALL BE READ IN CONJUNCTION WITH GENERAL NOTES AND ALL OTHER DESIGN DRAWINGS.

NOTATION


CCB - COLUMN CORNER BRACKETCFB - COLUMN FLAT BRACKETMFB - MULLION FLAT BRACKETPCB - PANEL CORNER BRACKETPFB - PANEL FLAT BRACKET

1 : 10

PANEL BASE - FOOTING ANGLE RESTRAINT1 : 10

PANEL BASE - FOOTING ANGLE RESTRAINT

1 : 10

PANEL BASE - FOOTING RESTRAINT 'F-BRACKET'

1 : 50

TYPICAL PANEL CONNECTION LOCATIONS (FULL HEIGHT WITH COLUMNS)1 : 50

TYPICAL PANEL CONNECTION LOCATIONS (FULL HEIGHT NO COLUMNS)

1 : 50

TYPICAL CONCRETE PANEL REINFORCEMENT

TYPICAL PANEL SUPPORT CONNECTION DETAILS

1 : 20

TYPICAL DOWELLED PANEL DETAILS

1 : 10

TYPICAL FIRE TIE DETAIL



'FB' ON PLAN/ELEVATION

(45 max)30°

6 PL1-M12 8.8/S BOLT

55 x 55 x 5 EABRACE

1-M12 8.8/S BOLT TO PURLIN

LAP REFER TO PLAN

REFER STANDARD PURLIN / CLEAT DETAIL

1

1

'FB' ON PLAN/ELEVATION

6 PL1-M12 8.8/S BOLT

55 x 55 x 5 EA BRACE

1-M12 8.8/S BOLT TO PURLIN

REFER STANDARD PURLIN / CLEAT DETAIL

LAP REFER TO PLAN/ELEVATION

PURLIN/GIRT CLEAT SCHEDULE

CLEAT HEIGHT CLEAT PLATE

'X' MEMBER

CRITICAL SPRINKLERCLEARANCE ZONE(WHERE REQUIRED)

NOTES

1. 2-M12 4.6/S PURLIN BOLTS TYPICAL U.N.O.2. PURLINS OR GIRTS 300mm OR LARGER SHALL HAVE A

MINIMUM 75 x 12FL CLEAT AND M16 PURLIN BOLTS(REFER MANUFACTURERS SPECIFICATIONS).

3. REFER ROOF LAYOUT FOR PURLIN DETAILS4. BUILDINGS LOCATED IN CYCLONIC AREAS

(REGION C & D) REQUIRE M16 8.8/S BOLTS. REFER GENERAL NOTES FOR WIND REGIONS

UP TO 50mm 75 x 8FL

50mm TO 100mm 45 x 45 x 5 EA

100mm TO 250mm 65 x 65 x 6 EA

100

MIN

'X'

>50m

m'X

'>-50

mm

'X'

RAKING ANGLE FIXED TO PANEL AT EACH SIDE OF PANEL JOINT AND ANGLE ENDS THEN AT 1200 CENTRES FOR REMAINDER

REFER STANDARDPURLIN/GIRT CLEAT DETAIL

SECTIONPLAN VIEW (FULL HEIGHT PANELS)

1x

1x

PFC EAVES TIE

10 FL. CLEATMECHANICAL ANCHOR AT EACH ENDOF PANEL AND AT MID POINT(2000 MAX. CENTRES)MIN. 2 x CONNECTIONS PER PANEL.

8FL. STIFFENER

STIFFENERUNDER

-- SCALE 1:10

-

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:




COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

1 : 10 @ A1

90.03


STANDARD STEELWORK DETAILSSHEET 1

JZ

23/08/18

KS

SC

1 : 10

FLY BRACING AT TRUSS DETAIL

1 : 10

FLY BRACING AT BEAM TO COLUMN DETAIL

1 : 10

PURLIN AND GIRT CLEAT DETAILS1 : 10

RAKING ANGLE DETAIL

1 : 10

TYPICAL EAVE TIE/PANEL CONNECTION MID BAY (PLATE BEHIND)



ANGLE BRACING SCHEDULE

MARK MEMBER

BOLTS MINIMUM GUSSET

ROWS'N'

No. OFSIZE

AS1275'T'(mm)

'W'(mm)

WELD(mm)

STANDARD DETAIL '2201' TO ACCOMPANY TABLE

E07b 75 x 75 x 6 EA 2 2 M20 10 100 6

NOTES:1. ALL BRACING BOLTS TO BE GRADE 8.8/TB U.N.O2. ALL WELDING TO BRACING ELEMENTS TO BE SP B-E49XX/W50X U.N.O.

100 ANGLE OR SMALLER 125 ANGLE OR LARGER

WIDTH

'W'

FOR UA ONLY

REFER LONG LEG

'T' GUSSET

REFER TABLE

'N' R

OWS O

F BOLT

S

3570 35

70

REFER TABLE

'N' R

OWS O

F BOLT

S

FOR UA ONLY

REFER LONG LEG

WIDTH

'W'

'T' GUSSET

SECTION VIEW

SECTION VIEW

REFER TO BRACING SCHEDULE FOR GUSSETT AND BOLT DETAILS TYP.

BRACING BRACING

TRUSS

SHS/RHSTRUSS TOP CHORD

BEAM

BEAM BEAM

NOTE: SAG ROD TO BE SITUATED EVERY 3m MAX.

12mm THREADED ROD ROOF PURLIN

ANGLE BRACE

M12 NUT UNDER

NOTE: SAG ROD TO BE SITUATED EVERY 3m MAX.

12mm THREADED ROD

ROOF PURLIN

ANGLE BRACE

M12 NUT UNDER

50x50x4 EA x 100 LONG 3x14 GAUGE TEK SCREWS

WHERE 'L' IS GREATER THAN 300PROVIDE 75x10 STIFFENER PLATECENTRAL TO CLEAT

'L'

'L'

FOR WALLS FOR ROOF

1-M20 8.8/S BOLT CENTRAL

REFER PLAN FOR BRACING DETAILS

TYP

70

TYP

35

REFER ANGLE BRACE SCHEDULE FOR PLATE AND BOLT DETAILS

REFER PLAN FOR BRACING DETAILS

PACKER THICKNESSTO MATCH END CLEAT

TYP10

REFER TO TYPICAL RAKINGANGLE DETAIL

CLEAT WELDED TO UNDERSIDEOF RAKING ANGLE LEG

REFER TO BRACING SCHEDULEFOR DETAILS

REFER TO TYPICAL RAKINGANGLE DETAIL

200 PFC BRACKET3-MECHANICALANCHORS PER LEG.

150

WP

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:




COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

As indicated @ A1

90.04



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BRACING LOCATION DETAILS

1 : 10

ANGLE BRACE SUPPORT DETAIL1 : 10

ANGLE BRACE SUPPORT DETAIL1 : 10

TUBE BRACING LEGEND

1 : 10

TYPICAL CROSSING ANGLE BRACE DETAILS

1 : 10

TYPICAL BRACING DETAIL AT PANEL JOINT1 : 10

ANGLE BRACING CORNER WITH NO COLUMN



1 : 10

TYPICAL ROOF BRACING DETAIL

WEB SIDE PLATE SCHEDULE

MARK MEMBER CLEAT PLATE (mm) BOLTS

P15 150 PFC 10 2-M20 8.8/S

P25 250 PFC 10 2-M20 8.8/S

P30 300 PFC 10 3-M20 8.8/S

UB20a 200 UB 18.2 10 2-M20 8.8/S

UB20b 200 UB 22.3 10 2-M20 8.8/S

UB25a 250 UB 25.7 10 2-M20 8.8/S

UB31a 310 UB 32.0 10 3-M20 8.8/S

UB31b 310 UB 40.4 10 3-M20 8.8/S

UB36a 360 UB 44.7 10 3-M20 8.8/S

UB46a 460 UB 67.1 12 5-M20 8.8/S

NOTES:1. THESE CONNECTION DETAILS ONLY APPLY TO A ROOF RAFTER CONNECTION. THEY ARE NOT DESIGNED TO SUPPORT SUSPENDED FLOOR LOADS2. PROVIDE 6mm THICK COMPENSATION PLATE WELDED TO FACE OF COLUMN, WHERE WEB SIDE PLATE IS IS

TO BE WELDED TO HOLLOW SECTIONS WITH WALL THICKNESS LESS THAN 5mm

TUBE BRACING SCHEDULE

CONNECTION 'TYPE 1'(WITHOUT COVER PLATES)

MARK MEMBERBOLTS(8.8/TB)

PLATES(mm)

WELDS(mm)

S10b 100 x 100 x 4.0 SHS 2-M20 10 8

NOTES:1. STEEL FOR PLATES TO COMPLY WITH AS 36782. ALL BOLTS TO BE GRADE 8.8/TB3. ALL WELDS TO BE 'SP E48XY/W50X' U.N.O.

PANEL ANCHOR TABLE

AUSTRALIAN SECTIONS

'X' (mm) 'Y' (mm)

BEAM TO COLUMN CONNECTION(UNLESS DETAILED OTHERWISE)

BEAM TO BEAM CONNECTION(UNLESS DETAILED OTHERWISE)

BEAM TO CONCRETE WALL CONNECTION (UNLESS DETAILED OTHERWISE)

PLANSECTION

STEELCOLUMN

REFER WEB SIDE PLATESCHEDULE FOR NUMBER OFBOLTS AND CLEAT PLATETHICKNESS

MIN. COPE WHEREREQUIRED

SUPPORT BEAM

REFER WEB SIDE PLATE SCHEDULE FOR NUMBER OF BOLTS AND 'T' CLEAT THICKNESS. SLOT ALL HOLES 40mm HORIZ.

CONCRETEPANEL

REFER PANELANCHOR TABLE 'T' CLEAT

20mm PANEL PLATE ATJOINT

CONCRETE PANELJOINT WHEREAPPLICABLE

'T' (MM)

200UB 4 (2V x 2H) M10 16 150 140

250UB 4 (2V x 2H) M10 16 150 190

310UB 6 (3V x 2H) M10 16 150 125

360UB 6 (3V x 2H) M10 16 150 150

410UB 6 (3V x 2H) M10 16 150 160

460UB 6 (3V x 2H) M10 16 200 200

(320

mm

AT

JOIN

T)

'X'

'Y'

'Y'

REFER WEB SIDE PLATESCHEDULE FOR NUMBER OFBOLTS AND CLEAT PLATETHICKNESS

MEMBER SIZE No. OF ANCHORS TOTAL ANCHOR SIZE

CONNECTION 'TYPE 1' TO BE USED U.N.O.

'D'

'D'+

20

MIN

D = 65-125mmTYPE 1

CLEAT PLATES

TYP

SLOT CHS

200 MIN.

1.25 x 'D'

18 TYP

TRUSS TOP CHORD

TRUSS BTM CHORD

10 TYP.

200

150

50

2-M20 8.8/TB BOLTS WITH 30PL. END PLATE

10PL.

5019

050

10PL.

5019

050

2-M20 BOLTS 8.8 TF WITH PL 30 PLATE

10PL.

5017

550

2-M20 8.8/TB BOLTS WITH 16PL. END PLATE

RETAINING SCHEDULE

'D'

MIN

'H'

'B'

350

100

MIN

.

HEAVY DUTYGALV. WIRE TIESAT 600 CTS MAX.PER COURSE

NOTE:ALSO PROVIDE TIES AT EACHCOURSE ACROSS CONTROL JOINTS.

RANDOM COURSED BONDEDSTONE IN 1:CEMENT, 2:LIME,9: SAND MORTARNO RUBBLE FILL PERMITTED

FUTURE FENCE POSTMASONRY ANCHOR TOLIMESTONE

GL

GL

'H' MAX 'B' 'D'

UP TO 600 350 200

600 - 1000 600 200

1000 - 1400 840 200

1400 - 1800 1000 200

1800 - 2200 1350 200

NOTE:BUILDER TO CONSULT 'DIAL BEFORE YOU DIG' AND 'POT HOLE VERGE' TO CONFIRM ABSENCE OF SERVICES IN ZONE OF PROPOSED EXCAVATION PRIOR TO COMMENCING RETAINING WALL CONSTRUCTION

ST-

PROJECT:

TITLE:

REVISION:

DRG NUMBER:

PROJECT NUMBER:




COPYRIGHT: CLIENT:

ISSUE DATE:

APPROVED:

DRAWN:

B

As indicated @ A1

90.05



JZ

23/08/18

KS

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WEB SIDE PLATE SCHEDULE DETAILS

1 : 10

TYPICAL SHS STRUT/TIE DETAILS

1 : 10

TRUSS SPLICE DETAIL (HOLLOW SECTIONS ONLY)



1 : 20

LIMESTONE RETAINING WALL

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KINGDOM CITY BUTLER - Alita Constructions · 2020. 9. 22. · concrete supply shall be by an approved premix company using type gp cement unless otherwise approved. ... specification