a1 waitara public school redevelopment 68 … · s9.02 elevations sheet 1 s9.03 elevations sheet 2...

This drawing and design remains the propery of Henry & Hymas and may not be

copied in whole or in part without prior written approval of Henry & Hymas

Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale

Drawing number Revision

Level 5,79 Victoria Avenue

Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]

www.henryandhymas.com.au

DATEDESIGNEDDRAWNREVISION AMENDMENT

A1

ANBRS ARCHITECTURE

WAITARA PUBLIC SCHOOL REDEVELOPMENTNSW DEPARTMENT OF EDUCATION68 EDGEWORTH DAVID AVENUE, WAHROONGA 2076

TITLE SHEET & DRAWING LIST

S.W. T.M.

P.R. R.K.

18380-S1.00

JULY 2018

WAITARA PUBLIC SCHOOL REDEVELOPMENT68 EDGEWORTH DAVID AVENUE, WAHROONGA 2076

FOR CONSTRUCTION

DRAWING LISTDRAWING No. DRAWING TITLE

S1.00 TITLE SHEET & DRAWING LIST

S1.01 CONSTRUCTION NOTES

S2.00 FOOTING PLAN

S2.01 FOOTING DETAILS - SHEET 1

S2.02 FOOTING DETAILS - SHEET 2

S3.00 COLUMN DETAILS

S3.01 WALL ELEVATION SHEET 1



S3.04 WALL DETAILS

S4.00 LEVEL 1 FLOOR PLAN

S4.01 LEVEL 1 DETAILS






S8.00 ROOF FLOOR PLAN

S9.00 ROOF FRAMING PLAN

S9.01 STEEL FRAMING PART PLANS

S9.02 ELEVATIONS SHEET 1



S9.05 STEEL DETAILS SHEET 1



S10.00 STAIR DETAILS

1 PRELIMINARY ISSUE S.W. P.R. 09.08.2018

2 TENDER ISSUE S.W. P.R. 31.08.2018

A ISSUED FOR CONSTRUCTION I.S. P.R. 25.01.2019

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Text Box

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STEELWORK ERECTION GUIDE:

SE1 THIS GUIDE IS ONLY INTENDED TO PROVIDE THE STEEL ERECTOR WITH A RECOMMENDED

PROCEDURE FOR ERECTING THE STEELWORK SAFELY AND EFFICIENTLY.

THE FABRICATION AND ERECTION OF THE STRUCTURAL STEELWORK SHALL BE

SUPERVISED BY A COMPETENT PERSON IN ORDER TO ENSURE THAT ALL REQUIREMENTS

OF THE DESIGN ARE MET. HENRY & HYMAS WILL NOT BE LIABLE FOR THE QUALITY OF

ERECTION NOR ASSUME ANY RESPONSIBILITY FOR ANY CONSTRUCTION DEFECTS

RESULTING FROM IMPROPER ERECTION TECHNIQUES OR NEGLIGENCE OF OTHER PARTIES.

SE2 THE STEEL ERECTOR MUST BE A COMPETENT PERSON FAMILIAR WITH THE FOLLOWING

STANDARDS/ MANUALS AND OTHER INDUSTRY PRACTISES & GUIDELINES.

i) AS / NZS 5131-2016 : STRUCTURAL STEELWORK - FABRICATION AND ERECTION

ii) AS 4100-1998 : STEEL STRUCTURES

iii) PRACTICAL GUIDE TO PLANNING THE SAFE ERECTION OF STEEL

STRUCTURES (1ST EDITION) - AUSTRALIAN STEEL INSTITUTE, OCT. 2016

iv) SAFE DESIGN OF STRUCTURES CODE OF PRACTICE – SAFEWORK AUSTRALIA, JULY 2014

SE3 THE CONSTRUCTION SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTORS

ON SITE. CONTRACTORS ARE RESPONSIBLE FOR FULL COMPLIANCE WITH ALL THE SAFETY

REQUIREMENTS OF THE GOVERNING REGULATORY AUTHORITY AS WELL AS ANY

ADDITIONAL REQUIREMENTS IMPOSED BY THE DEVELOPER.

SE4 THE STRUCTURE MUST NOT BE SUBJECT TO EXCESSIVE CONSTRUCTION LOADING SUCH

AS MATERIAL STACKING UNLESS EXPLICITLY NOTED ON THE DESIGN DRAWINGS.

SE5 ALL GUY ROPES AND PROPS SHALL BE DESIGNED BY A COMPETENT PERSON FOR AN

OUT-OF-PLANE LOAD EQUAL TO 2.5% OF GRAVITY LOADS PLUS WIND LOADS ARISING FROM

A 100 YEAR RETURN PERIOD. LONG SPAN RAFTERS/ TRUSSES MUST BE BRACED AGAINST

TWISTING AND BUCKLING.

SE6 OUTLINED BELOW IS HENRY & HYMAS' RECOMMENDED PROCEDURE FOR STEEL ERECTION. THE

STEEL ERECTORMUST SUBMIT A DETAILED ERECTION SEQUENCE METHODOLOGY INCLUDING THE

'WITNESS AND HOLD POINTS' AND ANY DEVIATIONS FROM THE RECOMMENDED PROCEDURE FOR

REVIEW BY HENRY & HYMAS PRIOR TO ERECTING ANY STEELWORK.

SE7 STEELWORK ERECTION SEQUENCE - STEEL FRAMED STRUCTURE

STEP 1 ERECT COLUMNS ALONG GRID X FROM GRID A TO B AND BRACE THEM WITH GUY

ROPES OR PROPS TO RESTRAIN AGAINST POTENTIAL SWAY IN ANY DIRECTION. ERECT

RAFTERS ALONG THE SAME GRID LINE STARTING FROM GRID A.

STEP 2 ERECT COLUMNS AND RAFTERS ALONG GRID X+1 AND PROGRESSIVELY ATTACH

LEAD PURLINS/ STRUTS AND DIAGONAL BRACINGS BACK TO THE FRAME

ALREADY ERECTED. SQUARE AND PLUMB BRACED BAYS BEFORE MOVING TO

STEP 3.

STEP 3 PROCEED WITH THE ERECTION OF THE REMAINING FRAMES ALONG GRIDS X+2 TO X+N

INCLUDING ANY VERTICAL BRACING.

STEP 4 TEMPORARY BRACING MAY BE REMOVED AFTER ALL THE PRIMARY MEMBERS SUCH AS

COLUMNS, RAFTERS AND WALL/ ROOF BRACING ELEMENTS HAVE BEEN ERECTED AND

SIGNED OFF BY HENRY & HYMAS, OR WHEN SUFFICIENT LATERAL STABILITY HAS BEEN

ACHIEVED. INSTALLATION OF SECONDARY COMPONENTS SUCH AS PURLINS, GIRTS, FLY

BRACING, FASCIA TRUSSES ETC. SHOULD FOLLOW.

Element SlumpMax

Agg.

Cement

TypeAdmix

Cocrete

Grade

Exposure

Classif'n

Fire

Resistanc

e Rating

Cover

U.N.O.

Mass conc.

Footings/Piers 80 20 GP NIL 25 MPa A2 - -

Reinforced

Footings/Pires 80 20 GP NIL 32 MPa A2 - 50

Columns 80 20 GP NIL 40 MPa A1 2 hr 50

Walls 80 20 GP NIL 40 MPa A1 2 hr 45

Core Filling

Grout230±30 10 GP NIL 20 MPa B1 - -

External Slab

on ground80 20 SL NIL 32 MPa B1 - 40

Internal Slab

on Ground80 20 SL NIL 32 MPa A1 - 30

External

Suspended

Slabs/Beams

80 20 SL NIL 32 MPa B1 2 hr 40

Internal

Suspended

Slabs/Beams

80 20 SL NIL 32 MPa A1 2 hr 25

Tilt-up Wall

Panels80 20 SL NIL 32 MPa B1 2 hr 45

BAR SIZE MINIMUM LAP LENGTH

N10 300 (300)

N12 400 (500)

N16 600 (800)

N20 800 (1000)

N24 1000 (1300)

N28 1200 (1600)

N32 1500 (1900)

N36 1700 (2200)

TYPE OF WELD AND

CATEGORYEXAMINATION METHOD

EXTENT (% TOTAL

LENGTH OF WELD)

FILLET WELDS, GP.SP VISUAL INSPECTION 100%

BUTT WELDS, GP VISUAL INSPECTION 100%

BUTT WELD, SP VISUAL INSPECTION 100%

BUTT WELD SP RADIOGRAPHIC OR

ULTRASONIC INSPECTION

10%

NOTE:

1. ALL CONCRETE WITH SHRINKAGE LIMITED (SL) CEMENT SHALL HAVE A MAXIMUM

SHRINKAGE STRAIN OF 650 MICROSTRAINS AS DETERMINED BY TEST IN

ACCORDANCE WITH AS 1012.13 AFTER 8 WEEKS OF DRYING.

2. WATER CEMENT RATIO OF CONCRETE SHALL NOT EXCEED 0.55 (EXCEPT FOR CORE

FILLING GROUT IN BLOCK WALLS)

(REGION A) V1000 = 46 m/s

3

PSM3331-007R BY PELLS SULLIVAN MEYNINK DATED 5/9/2017

PAD/STRIP FOOTINGS - 150 kPa

PIERS - 1500 kPa -- REFER PIER SCHEDULE

PSM3331-007R BY PELLS SULLIVAN MEYNINK

THESE DRAWINGS AND NOTES SHALL BE READ IN CONJUNCTION WITH ALL

ARCHITECTURAL AND OTHER CONSULTANT'S DRAWINGS, REPORTS,

SPECIFICATIONS AND ANY OTHER WRITTEN INSTRUCTIONS AS MAY BE ISSUED

DURING THE COURSE OF CONSTRUCTION. ALL DISCREPANCIES SHALL BE

REFERRED TO THE ENGINEER FOR CLARIFICATION OR DECISION BEFORE

PROCEEDING WITH THE WORK.

CONSTRUCTION FROM THESE DRAWINGS SHALL NOT COMMENCE UNTIL THEY

ARE APPROVED BY THE RELEVANT AUTHORITIES.

DIMENSIONS SHALL NOT BE OBTAINED FROM THE STRUCTURAL DRAWINGS BY

WAY OF SCALING (OR DETERMINING UNDIMENSIONED MEASUREMENTS FROM

THE ELECTRONIC DRAWING). WALL, PIER, AND COLUMN THICKNESS', AND

STRUCTURAL MEMBER SIZES SHOWN ON THESE DRAWINGS SHALL TAKE

PRECEDENCE OVER THOSE SHOWN ON THE ARCHITECT'S DRAWINGS. THE

BUILDER SHALL VERIFY ALL DIMENSIONS ON SITE AND BE RESPONSIBLE FOR

THE SETTING OUT OF THE BUILDING.

ELEMENTS INDICATED ON THESE DRAWINGS ARE SHOWN IN THEIR INTENDED

COMPLETE STATE. THE BUILDER SHALL PROVIDE ANY TEMPORARY WORKS

INCLUDING PROPPING, BRACING, SHORING AND ANY OTHER REQUIREMENTS

NECESSARY TO MAINTAIN THE STRUCTURE, OR ANY PART OF IT, IN A STABLE

CONDITION DURING CONSTRUCTION. IF THE BUILDER IS IN ANY DOUBT AS TO

HOW TO ACHIEVE THIS HE SHALL OBTAIN ADVICE FROM APPROPRIATELY

QUALIFIED AND EXPERIENCED PERSONNEL. UNLESS STATED OTHERWISE

TEMPORARY WORKS SHALL BE THE BUILDERS RESPONSIBILITY.

THE BUILDING SHALL NOT BE ERECTED ON OR ADJACENT TO ANY OF THE

FOLLOWING HAZARDS UNLESS THE HAZARD IS INDICATED ON THE STRUCTURAL

DRAWING:- EMBANKMENTS, BATTERS, WATER RETAINING STRUCTURES,

RETAINING WALLS, PITS, SEWERS, SERVICE TRENCHES, DRAINAGE CHANNELS,

STREAMS OR ANY POTENTIAL SOURCE OF DAMAGE TO THE STRUCTURE. IF ANY

SUCH HAZARDS ARE ENCOUNTERED THE ENGINEER SHALL BE NOTIFIED AND HIS

APPROVAL OBTAINED BEFORE PROCEEDING.

THE BUILDER SHALL LOCATE ALL EXISTING AND PROPOSED SERVICES AND

EASEMENTS, ON AND ADJACENT TO THE SITE. THE APPROVAL OF THE

RELEVANT STATUTORY AUTHORITY AND THE ENGINEER SHALL BE OBTAINED

BEFORE BUILDING ON OR OVER ANY SERVICES OR EASEMENTS.

THE BUILDER SHALL NOT EXCAVATE BELOW THE LEVEL OF THE FOOTINGS TO

ANY EXISTING BUILDINGS WITHOUT THE WRITTEN CONSENT OF THE ENGINEER.

THE WRITTEN CONSENT OF ADJOINING PROPERTY OWNERS SHALL BE OBTAINED

BEFORE INSTALLATION OF UNDERPINNING, ANCHORING WORK, DRAINAGE LINES

OR ANY OTHER WORK BEYOND THE PROPERTY BOUNDARY.

NO HOLES OR CHASES SHALL BE MADE IN ANY STRUCTURAL ELEMENT, UNLESS

SHOWN ON THESE DRAWINGS OR WRITTEN APPROVAL OF THE ENGINEER.

A FULL DEPTH 'V' JOINT SHALL BE STRUCK IN RENDER WHERE TWO DIFFERING

STRUCTURAL MATERIALS ABUT. i.e. AT THE JUNCTION OF MASONRY WITH

CONCRETE.

ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH THE

RELEVANT AUSTRALIAN STANDARDS, THE BUILDING CODE OF AUSTRALIA, AND

THE REQUIREMENTS OF THE RELEVANT STATUTORY AUTHORITIES. ALL

WORKMANSHIP SHALL BE CONSISTENT WITH GOOD TRADE PRACTICE.

WATERPROOFING REQUIREMENTS SHALL BE SPECIFIED BY THE ARCHITECT AND

ARE NOT NECESSARILY INDICATED ON THESE DRAWINGS.

AUSTRALIAN STANDARDS REFERRED TO ON THESE DRAWINGS SHALL BE THE

LATEST REVISIONS OF THE NOMINATED STANDARD.

APPROVAL OF A SUBSTITUTION OR ALTERNATIVE FROM THE ENGINEER IS NOT,

IN ITSELF AUTHORISATION FOR A VARIATION.

THE ENGINEER SHALL BE GIVEN 48 HOURS NOTICE FOR INSPECTIONS.

THE WORD ENGINEER AS USED IN THESE NOTES REFERS TO AN EMPLOYEE OR

NOMINATED REPRESENTATIVE OF H & H CONSULTING ENGINEERS P/L (TRADING

AS HENRY & HYMAS)

GENERAL NOTESG1

G2

G3

G4

G5

G6

G7

G8

G9

G10

G11

G12

G13

G14

G15

G16

THIS DRAWING SHALL BE READ IN CONJUNCTION WITH THE GEOTECH REPORT,

THE ARCHITECT'S DRAWINGS AND ANY OTHER RELEVANT CONSULTANTS

DRAWINGS AND/OR SPECIFICATIONS.

ALL PILES ARE INDICATED ON PLAN WITH ASSOCIATED WORKING LOADS.

ALL PILES SHALL BE DESIGNED FOR SAFE WORKING LOADS AS INDICATED ON

PLAN. IT SHALL BE PERMISSIBLE TO DETERMINE ULTIMATE LOADS BY

MULTIPLYING THE SAFE WORKING LOADS BY A LOAD FACTOR OF 1.4

THE DESIGN, TESTING AND INSTALLATION OF ALL PILES SHALL BE IN

ACCORDANCE WITH AS2159 AND ANY OTHER RELEVANT AUSTRALIAN STANDARD

FOR THE TYPE OF PILE USED.

THE PILES SHALL BE DESIGNED BY A SUITABLY QUALIFIED ENGINEER ELIGIBLE

FOR MEMBERSHIP TO THE INSTITUTE OF ENGINEERS.

THE DESIGNER SHALL VERIFY BY SUBMITTING CALCULATIONS INDICATING THE

METHOD BY WHICH THE LOADS INDICATED ON PLAN ARE SAFELY TRANSMITTED

TO THE FOUNDATION MATERIAL. THE STRESSES INDUCED INTO THE FOUNDATION

MATERIAL BY THE PILE LOADS SHALL BE VERIFIED BY THE GEOTECHNICAL

ENGINEER.

A SOILS REPORT PREPARED BY

SHALL BE MADE AVAILABLE TO THE CONTRACTOR BY THE SUPERINTENDENT TO

ASSIST WITH THE DESIGN. IT SHALL BE THE PILING CONTRACTORS

RESPONSIBILITY TO DETERMINE PILE LENGTHS FROM THESE REPORTS AND

GATHER ANY FURTHER INFORMATION WHICH MAY BE REQUIRED THAT IS NOT

INCLUDED IN THE REPORT FOR THE DESIGN OF THE PILES.

IT SHALL BE THE PILING CONTRACTORS RESPONSIBILITY TO CUT OFF ALL PILES

AT SURFACE LEVEL.

PIER FOUNDING LEVELS SHALL BE AS NOTED IN PIER SCHEDULE.

THE PILING CONTRACTOR SHALL FURNISH THE BUILDER WITH A WORK AS

EXECUTED SURVEY OF THE PLAN POSITION OF ALL PILES RELEVANT TO THE

BUILDING GRID. THIS SHALL BE PREPARED BY A QUALIFIED SURVEYOR.

UNLESS THE PILING CONTRACTOR CAN DEMONSTRATE OTHERWISE, ANY PILES

WHICH ARE OUT OF POSITION BY MORE THAN 75mm SHALL BE REFERRED TO THE

STRUCTURAL ENGINEER FOR THE DESIGN OF SUITABLE RECTIFICATION BEAMS.

UPON COMPLETION THE PILING CONTRACTOR SHALL CERTIFY THAT THE PILES

HAVE BEEN DESIGNED BY A SUITABLY QUALIFIED ENGINEER, TESTED IF

NECESSARY AND INSTALLED IN ACCORDANCE WITH AS2159 TO SAFELY CARRY

THE LOADS INDICATED ON PLAN.

PILE NOTESP1

P2

P3

P4

P5

P6

P7

P8

P9

P10

P11

P12

FORMWORK SHALL BE DESIGNED, CONSTRUCTED AND STRIPPED IN ACCORDANCE

WITH AS 3610.

THE DESIGN, CONSTRUCTION, CERTIFICATION AND PERFORMANCE OF FORMWORK,

FALSEWORK, AND ITS SUPPORT, IS THE RESPONSIBILITY OF THE CONTRACTOR.

DESIGN INFORMATION CONCERNING THE GROUND SUPPORT OF FORMWORK AND

FALSEWORK SHALL BE DETERMINED FROM THE CONDITIONS EXISTING ON SITE AT

THE TIME OF CONSTRUCTION.

THE FORMWORK SHALL BE DESIGNED TO RELY ON NO RESTRAINT OR STABILITY

FROM THE PERMANENT STRUCTURE WITHOUT PRIOR APPROVAL FROM THE

ENGINEER.

WHERE APPLICABLE, THE FORMWORK SHALL BE DESIGNED TO ACCOMMODATE

MOVEMENT AND LOAD REDISTRIBUTION DUE TO POST-TENSIONING.

THE FORMWORK DESIGNER MAY NEED TO CONSULT THE POST-TENSIONING

SUBCONTRACTOR TO ACHIEVE THIS.

SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE APPLIED FINISHES. BEAM DEPTHS

ARE WRITTEN FIRST AND INCLUDE THE SLAB THICKNESS. FOR CHAMFERS, DRIP

GROOVES, REGLETS etc. REFER TO THE ARCHITECT'S DRAWINGS AND/OR

SPECIFICATION.

PROVIDE UPWARD CAMBER OF FORMWORK TO SLABS AND BEAMS WHERE NOTED ON

THESE DRAWINGS. ALSO APPLY AN UPWARD PRE-SET OF L/120 TO CANTILEVERS

WHERE L IS THE SHORTEST PROJECTION FROM THE COLUMN OR WALL FACE. THE

FORMWORKER SHALL MAKE THE BUILDER AND CONCRETOR FULLY AWARE OF WHERE

FORMWORK IS CAMBERED OR PRE-SET IN ORDER THAT THE FULL DEPTH OF THE

MEMBERS IS ACHIEVED DURING CONCRETING.

FOR HORIZONTAL REINFORCED CONCRETE ELEMENTS, FORMWORK MAY BE STRIPPED

WHEN THE CONCRETE HAS REACHED 80% OF ITS SPECIFIED 28 DAY STRENGTH

UNLESS STRIPPING TIMES ARE OTHERWISE NOTED ON THE DRAWINGS.

ALTERNATIVELY, FORMWORK MAY BE STRIPPED AND PROGRESSIVELY BACK

PROPPED AFTER 5 DAYS. THE PROPS SHALL REMAIN IN PLACE UNTIL THE CONCRETE

HAS REACHED 80% OF ITS SPECIFIED 28 DAY STRENGTH.

VERTICAL FORMS TO BEAM SIDES, COLUMNS AND WALLS (UNLOADED) MAY BE

STRIPPED AFTER 3 DAYS AND WHEN THE FORMWORKER IS SATISFIED STRIPPING WILL

NOT DAMAGE THE GREEN CONCRETE.

STRIPPING AND BACK PROPPING TO POST-TENSIONED SLABS SHALL BE AS DIRECTED

BY THE STRESSING DESIGNER.

CONSTRUCTION AND SUPPORT PROPPING SHALL BE ADDED, OR LEFT IN PLACE, TO

AVOID OVERSTRESSING THE STRUCTURE DUE TO CONSTRUCTION LOADING.

THE FORMWORKER SHALL PROVIDE CLEANOUTS TO ALL COLUMNS - LEAVE OPEN

FOR ENGINEERS INSPECTION, THEN CLOSE OFF IMMEDIATELY PRIOR TO POURING.

IN MULTI STOREY CONSTRUCTION PROPPING SHALL BE PROVIDED FOR AT LEAST

3 LEVELS BELOW THE FLOOR BEING CAST. PROP REMOVAL SHALL BE PROGRAMMED

TO AVOID DISTRESS TO PREVIOUSLY CAST FLOORS. RE-SHORING OR BACK PROPPING

IS SUBJECT TO THE APPROVAL OF THE ENGINEER.

REFER TO THE ARCHITECTS SPECIFICATION FOR THE CLASS SURFACE FINISH TO

FORMED SURFACES REQUIRED.

FORMWORK:

F1

F2

F3

F4

F5

F6

F7

F8

F9

F10

F11

F12

F13

F14

ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS 3600 AND

ANY OTHER RELEVANT AUSTRALIAN STANDARDS UNLESS VARIED BY THE ENGINEER.

HOLES, PENETRATIONS, CHASES AND CONSTRUCTION JOINTS, OTHER THAN THOSE

SHOWN ON THE STRUCTURAL DRAWINGS SHALL NOT BE MADE IN CONCRETE MEMBERS

WITHOUT THE PRIOR APPROVAL OF THE ENGINEER.

CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED WHERE VERTICAL. THE FIRST

POUR SHALL BE THOROUGHLY SCABBLED AND CLEANED OF ALL POORLY COMPACTED

MATERIAL AND LAITANCE, THOROUGHLY SOAKED AND PAINTED WITH A 2:1 SAND

CEMENT SLURRY IMMEDIATELY BEFORE PLACING THE SECOND POUR. THOROUGHLY

COMPACT THE SECOND POUR AGAINST THE FIRST POUR.

CONDUITS, PIPES AND THE LIKE SHALL BE PLACED WITHIN THE MIDDLE THIRD OF

THE SLAB DEPTH AND AT A MINIMUM SPACING OF NOT LESS THAN 3 DIAMETERS.

CONDUITS AND PIPES SHALL NOT BE PLACED WITHIN THE CONCRETE COVER

OUTLINED BELOW.

THE FINISHED CONCRETE SHALL BE FULLY MECHANICALLY VIBRATED TO ACHIEVE

FULL COMPACTION, COMPLETELY FILLING FORMWORK, THOROUGHLY EMBEDDING THE

REINFORCEMENT AND FREE OF STONE POCKETS. ALL CONCRETE, INCLUDING SLABS

ON GROUND AND FOOTINGS, SHALL BE FULLY VIBRATED USING A HIGH FREQUENCY

MECHANICAL VIBRATOR.

ALL CONCRETE SHALL BE PROPERLY CURED. CURING SHALL COMMENCE WITHIN

2 HOURS OF POURING AND SHALL CONTINUE FOR A MINIMUM OF 7 DAYS, FOLLOWED BY

A GRADUAL DRYING OUT. CURING SHALL BE BY CONTINUOUS SATURATION WITH

POTABLE WATER OR BY USE OF AN APPROVED PROPRIETARY CURING COMPOUND

COMPLYING WITH AS 3799, APPLIED UNIFORMLY IN ACCORDANCE WITH THE

MANUFACTURERS INSTRUCTIONS. THE COMPATIBILITY OF CURING COMPOUNDS WITH

PROPOSED APPLIED FINISHES SHALL BE VERIFIED PRIOR TO APPLICATION.

FORMED SURFACES EXPOSED WITHIN 14 DAYS OF CASTING SHALL BE SPRAYED WITH

AN APPROPRIATE CURING AGENT IMMEDIATELY UPON EXPOSURE.

SPECIFICATION OF CONCRETE:

WHERE A VAPOUR BARRIER IS SPECIFIED BENEATH SLABS ON GROUND PROVIDE A

0.2mm BRANDED POLYTHENE MEMBRANE THROUGHOUT. LAP SHEETS 300mm AND SEAL

WITH A 50mm WIDE PRESSURE SENSITIVE WATERPROOF TAPE.

WHERE CONCRETE SLABS BEAR ON MASONRY, INCLUDING CORED BRICKS, THE

BEARING SURFACE OF THE MASONRY SHALL BE RENDERED WITH 1:3 CEMENT SAND

MORTAR TO GIVE A LEVEL SURFACE AND A METAL SLIP JOINT LAID PROTECTED

BY 0.2mm POLYTHENE SHEET TAPED TO FORMWORK BEFORE PLACING CONCRETE.

SPECIAL DETAILS SHALL APPLY FOR ROOF SLABS OR SIMILARLY EXPOSED SLABS.

NON LOADBEARING MASONRY SHALL BE SEPARATED FROM THE SOFFIT OF SLABS

AND BEAMS BY 12mm CANITE OR OTHER MEANS APPROVED BY THE ENGINEER.

BEFORE THE COMMENCEMENT OF CONCRETING THE BUILDER SHALL ENSURE THE

CONCRETOR IS FULLY AWARE OF ANY AREAS OF FORMWORK THAT HAVE BEEN

PRE-CAMBERED OR PRE-SET. EXTREME CARE MUST BE TAKEN TO ENSURE THE

SPECIFIED DEPTHS OF BEAMS AND SLABS ARE ACHIEVED IN AREAS OF PRE-SETOR

PRE-CAMBERED FORMWORK. THIS CANNOT BE ACHIEVED BY LEVELLING THE

CONCRETE SURFACE INTO THE NOMINAL FINISHED CONCRETE LEVEL.

CONSTRUCTION AND SUPPORT PROPPING SHALL BE ADDED, OR LEFT IN PLACE, TO

AVOID OVERSTRESSING THE STRUCTURE DUE TO CONSTRUCTION LOADS.

NO MASONRY OR PARTITION WALLS SHALL BE CONSTRUCTED ON SUSPENDED

LEVELS UNTIL 7 DAYS AFTER PROPPING HAS BEEN REMOVED AND THE SLAB

PRE-LOADED WITH THE BRICKS OR MATERIALS TO BE USED IN THE WALL.

CONCRETE:C1

C2

C3

C4

C5

C6

C7

C8

C9

C10

C11

C12

C13

REFER TO THE CONCRETE NOTES FOR THE SPECIFIED COVERS TO REINFORCEMENT.

COVER MUST BE MAINTAINED AT ALL CHAMFERS, DRIP GROOVES AND REGLETS etc.

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

REINFORCEMENT IS SHOWN DIAGRAMATICALLY. IT IS NOT NECESSARILY SHOWN IN

TRUE PROJECTION.

REINFORCEMENT SHALL NOT BE CUT OR WELDED ON SITE WITHOUT APPROVAL BY

THE ENGINEER. AT SMALL HOLES LESS THAN 300mm DIAMETER, eg PLUMBING

PENETRATIONS, BARS SHALL BE DISPLACED TO EITHER SIDE.

SITE BENDING OF REINFORCEMENT SHALL BE AVOIDED IF POSSIBLE. WHERE SITE

BENDING IS SPECIFIED, OR UNAVOIDABLE, IT SHALL BE CARRIED OUT COLD, WITHOUT

THE APPLICATION OF HEAT, AND IN ACCORDANCE WITH THE PRACTICE NOTE RPN1 OF

THE STEEL REINFORCEMENT INSTITUTE OF AUSTRALIA.

SPLICES IN REINFORCEMENT SHALL BE MADE ONLY IN THE POSITIONS SHOWN. THE

WRITTEN APPROVAL OF THE ENGINEER SHALL BE OBTAINED FOR ANY OTHER SPLICES.

WHERE LAP LENGTHS ARE NOT SHOWN THEY SHALL BE AS INDICATED BELOW:

* LENGTHS SHOWN IN BRACKETS APPLY TO HORIZONTAL BARS WITH MORE THAN 300mm

OF CONCRETE CAST BELOW THE BAR.

THE ABOVE DEVELOPMENT LENGTHS ARE FOR MAIN REINFORCEMENT IN f'c=32 MPa

CONCRETE WITH 30mm CLEAR COVER FOR WALLS AND SLABS AND 30mm CLEAR COVER

TO MIN. R10 FITMENTS FOR COLUMNS AND BEAMS.

REINFORCEMENT SYMBOLS:

N - DENOTES D500N DEFORMED BAR TO AS 4671

R - DENOTES 250R HOT ROLLED PLAIN BAR TO AS 4671

SL/RL - DENOTES HARD DRAWN WIRE REINFORCEMENT FABRIC TO AS 4671

W - DENOTES R500L HARD DRAWN PLAIN WIRE TO AS 4671

FABRIC REINFORCEMENT SHALL BE LAPPED TWO TRANSVERSE WIRES PLUS 50mm.

JOGGLES TO BARS SHALL COMPRISE A LENGTH OF 12 BAR DIAMETERS BETWEEN

BEGINNING AND END OF AN OFFSET OF ONE BAR DIAMETER.

ALL REINFORCEMENT SHALL BE CHAIRED AT MAXIMUM CENTERS AS FOLLOWS:-

BARS - 800 CENTERS EACH WAY

FABRIC - 600 CENTERS EACH WAY

EXTRA CHAIRS MAY BE REQUIRED ADJACENT TO SLAB EDGES AND JOINTS TO

PREVENT THE UPWARD DEFLECTION OF THE FABRIC WHEN STOOD ON.

ALL STEEL CHAIRS SHALL BE PLASTIC TIPPED. STEEL CHAIRS SHALL ONLY BE USED

FOR EXPOSURE CONDITIONS A1 AND A2. FULLY PLASTIC CHAIRS ONLY SHALL BE

USED ON ELEMENT FACES HAVING EXTERNAL EXPOSURE IN THE COMPLETED

STRUCTURE. WHERE REINFORCEMENT IS GROUND SUPPORTED PROVIDE PLATES

UNDER ALL BAR CHAIRS.

AT THE END SUPPORT OF A SLAB ON A MASONRY WALL, ALL BOTTOM

REINFORCEMENT SHALL EXTEND OVER THE MASONRY WALL BY 75mm FOR N12 BARS OR

95mm FOR N16 BARS. IF COVER REQUIREMENTS PROHIBIT THIS THE BARS SHALL

BE COGGED.

REINFORCEMENT:R1

R2

R3

R4

R5

R6

R7

R8

R9

R10

R11

•

•

•

•

•

a.

b.

c.

d.

THE BUILDER SHALL PROVIDE CONSTANT SUPERVISION OF CONCRETE POURS

EXECUTED BY SUB-CONTRACTORS TO ENSURE:

REINFORCEMENT DISPLACED OFF CHAIRS ARE REPLACED PRIOR TO

CONCRETE

NO SITE WATER IS ADDED TO CONCRETE OR CONCRETE IN WAITING

TRUCKS. (REQUIRED SLUMP FOR PLACEMENT SHALL BE ACHIEVED USING

SUPER PLASTICISER).

ALL CONCRETE IS FULLY COMPACTED USING A POKER VIBRATOR.

NO POURS ARE EXECUTED WHEN THE AMBIENT TEMPERATURE EQUALS OR

EXCEEDS 35°C.

POURS ARE PROTECTED FROM ANY HOT DRYING WINDS.

FINAL SURFACE COMPACTION SHALL BE ACHIEVED USING A TWO HEAD

'RIDE ON' POWER TROWEL.

THE FINISHED CONCRETE SHALL BE CURED FOR A MINIMUM OF SEVEN DAYS

USING AT LEAST ONE OF THE FOLLOWING METHODS:

PONDING OR CONTINUOUS SPRINKLING WITH WATER.

THE USE OF AN ABSORBENT COVER KEPT CONSTANTLY WET. (WHEN THE

AMBIENT TEMPERATURE EXCEEDS 32°C CURING MAY ONLY BE ACHIEVED

USING METHODS a AND b).

THE USE OF AN IMPERMEABLE SHEET MEMBRANE OVER A MOISTENED

SURFACE. (THE MEMBRANE SHALL BE FIXED AND LAPPED SO THAT NO AIR

CIRCULATION CAN OCCUR AT THE CONCRETE SURFACE).

THE USE OF A CURING COMPOUND COMPLYING WITH AS3799, APPLIED

UNIFORMLY IN ACCORDANCE WITH THE MANUFACTURERS

RECOMMENDATIONS, AND WHEN DRY THE COAT SHOULD BE CONTINUOUS,

FLEXIBLE AND WITHOUT VISIBLE BREAKS OR PIN HOLES FOR SEVEN DAYS.

FLOOR SLAB CONSTRUCTION:FS1

FS2

FS3

TWO COPIES OF SHOP DETAIL DRAWINGS SHALL BE SUBMITTED TO ENGINEERS

AND APPROVAL OF SAME OBTAINED BEFORE COMMENCING FABRICATION,

APPROVAL WILL NOT COVER DIMENSIONS OF LAYOUT.

STEEL SHALL BE GRADE 350 FOR HOLLOW SECTIONS AND

GRADE 300 FOR ALL ROLLED SECTIONS U.N.O.

STEEL FABRICATOR SHALL PROVIDE ALL CERTIFICATION FOR QUALITY AND

GRADE OF STEEL AND STRUCTURAL BOLTS, AND H & H ENGINEERS WILL REVIEW

CERTIFICATION AND CONFIRM THAT IT COMPLIES WITH RELEVANT STANDARDS.

BOLTS ARE DESIGNATED ON THE DRAWINGS BY THE NUMBER, DIAMETER,

GRADE AND TIGHTENING PROCEDURE IN ACCORDANCE WITH A.I.S.C. BOLTING

PROCEDURES (STANDARDISED STRUCTURAL CONNECTIONS) AND A.S.4100.

UNLESS OTHERWISE NOTED, WELDS SHALL BE 6mm CATEGORY SP CONTINUOUS

FILLET LAID DOWN WITH APPROVED COVERED ELECTRODE. BOLTS SHALL BE M20 8.8/S,

min. 2 BOLTS PER CONNECTION. CLEATS AND GUSSETS SHALL BE 10mm THICK.

ALL CLEATS AND DRILLINGS FOR FIXING OF TIMBER MEMBERS etc. SHALL BE

PROVIDED BY FABRICATOR.

CAMBER TO STRUCTURAL STEEL ROOF BEAMS, TRUSSES, PORTALS etc. SHALL BE 5mm FOR

EVERY 2000 OF SPAN UNLESS OTHERWISE NOTED.

ALL STRUCTURAL STEELWORK BELOW GROUND SHALL BE ENCASED IN CONCRETE

MINIMUM 75mm ALL AROUND.

TRANSLUCENT SHEETING SHALL BE OF GAUGE COMPATIBLE WITH PURLIN SPACING

IF STANDARD GAUGE IS USED THEN ADDITIONAL C10012 PURLIN TRIMMERS SHALL BE

PROVIDED TO GIVE SUPPORT TO SHEETING AT 1200 CENTRES MAX. SAFETY MESH UNDER

TRANSLUCENT SHEETING SHALL CONFORM WITH WORKCOVER REQUIREMENTS.

ALL STRUCTURAL STEELWORK SHALL BE GRIT BLASTED TO CLASS 2.5 AND

PAINTED WITH BLUE ZINC PHOSPHATE 75um DRY FILM THICKNESS

UNLESS NOTED OTHERWISE IN ARCHITECTS SPECIFICATION.

ALL STRUCTURAL STEEL MEMBERS SPECIFIED ON THE DRAWINGS OR OTHER RELATED

CONTRACTS AS BEING GALVANISED SHALL CONFORM TO THE REQUIREMENTS OF A.S.4680.

THE MINIMUM APPLICATION RATE FOR GALVANISING SHALL BE 550g/sq.m.

ALL STRUCTURAL STEELWORK, MATERIALS, FABRICATION AND ERECTION SHALL COMPLY

WITH A.S. 4100.

WELD TESTING

THE EXTENT OF NON-DESTRUCTIVE WELD EXAMINATION SHALL BE AS NOTED BELOW

RADIOGRAPHIC OR ULTRASONIC EXAMINATION SHALL BE TO AS1554.1, AS2177.1 AND AS2307

FLASH WELDING AND TESTING OF ALL STUDS SHALL COMPLY WITH A.S.1554.2

SUSPENDED CEILINGS AND BULKHEADS, WHERE SUPPORTED BY PURLINS, SHALL BE

SUPPORTED BY WEB CONNECTION ONLY AND NOT HOOKED FROM BOTTOM LIP.

THE CONTRACTOR SHALL PROVIDE THE BUILDER WITH CERTIFICATION OF

STRUCTURAL ADEQUACY STATING COMPLIANCE WITH THE ABOVE.

ALL EXTERNAL STEELWORK SHALL BE HOT DIPPED GALVANISED

STRUCTURAL STEEL:S1

S2

S3

S4

S5

S6

S7

S8

S9

S10

S11

S12

S13

S14

S15

S16

S17ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH A.S. 3700

EXCEPT WHERE VARIED BY THE CONTRACT DOCUMENTS

BLOCK COMPRESSIVE STRENGTH f'uc SHALL BE 15 MPa min. U.N.O

BLOCK GRADE SHOULD BE CLEARLY INDICATED ON THE DELIVERY DOCKET.

MORTAR SHALL CONSIST OF 1 PART CEMENT, 1 PART LIME AND 6 PARTS

SAND. MORTAR SHALL COMPLY WITH A.S. 3700.

REINFORCEMENT SHALL BE PLACED AND SECURELY HELD IN THE LOCATIONS

INDICATED. RODS SHALL BE TIED TO STARTER BARS IN CLEANOUT BLOCKS.

COVER TO VERTICAL REINFORCEMENT SHALL BE 50mm FROM THE OUTSIDE OF

THE BLOCK WHERE DRAWN ADJACENT TO BLOCK FACE.

MORTAR PROTRUDING INTO CORE HOLES SHALL BE REMOVED BY THE BLOCK

LAYER AFTER EACH COURSE IS LAID. EVERY CORE FILLED WITH GROUT SHALL

HAVE A CLEANOUT BLOCK IN THE BOTTOM COURSE.

CORE FILLING GROUT SHALL BE AS SET OUT IN NOTE C7.

PROVIDE MOVEMENT JOINTS EVERY 8m AND/OR OVER EVERY FLOOR JOINT U.N.O.

PROVIDE MOVEMENT JOINTS EVERY 4m IN PARAPET WALLS.

PROVIDE SMOOTH TROWELED MORTAR BED AND TWO LAYERS OF 'ALCOR' ON TOP

OF ALL LOAD BEARING WALLS WHERE SLIP JOINTS ARE NOMINATED.

BLOCKWORK:

BL1

BL2

BL3

BL4

BL5

BL6

BL7

BL8

FOOTINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH GEOTECHNICAL

REPORT

FOOTINGS HAVE BEEN DESIGNED FOR THE FOLLOWING BEARING PRESSURES:

FOUNDATION MATERIAL SHALL BE APPROVED BY THE CONSULTING

GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE.

FOUNDATIONS:F1

F2

F3

SUPERIMPOSED LOADS ARE GENERALLY IN ACCORDANCE WITH AS 1170. AND AS NOTED.

WIND LOADS ARE IN ACCORDANCE WITH AS 1170 AS FOLLOWS:-

BASIC WIND VELOCITY

TERRAIN CATEGORY

EARTHQUAKE LOADS DESIGN CATEGORY = EDCII

SITE SUB-SOIL CLASS = B

HEARD FACTOR Z = 0.08

PROBABILITY FACTOR Kp = 1.3

LOADINGL1

L2

L3

WAITARA PUBLIC SCHOOL REDEVELOPMENT68 EDGEWORTH DAVID AVENUE, WAHROONGA 2076



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 1

ANBRS ARCHITECTURE


CONSTRUCTION NOTES

S.W. T.M.

P.R. R.K.

18380-S1.01

JULY 2018

FOR CONSTRUCTION



3 REVISED FOR TENDER I.S. P.R. 26.10.2018


HO

LD

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Text Box

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Stamp

FFL 186.500

183.5

184.

0

184.

5

185.

0

185.

5

186.0

186.

0

186.5

183.8

1 2 3 4 5 6 7 8 9 10 11

A

B

C

D

E

F

P7 P7P7 P7 P7P7 P7 P7 P7P7

P7

P7

P7P7 P7

P7

P7

P7

P7

P7

P7

P7

P7

P3 P5 P6 P4

P1 P6 P4

P1 P1 P1 P1

P3

P1

P3

P1

P3

P1

P1

P1

P5

P5 P5

P1

P1

P1 P1 P1

P1 P1

P3

P1

P1

P1

P3

P1 P1

P5

P5

P1 (U) P1 (U)

P3

P6

P1 (U)

P1 (U) P1 (U)

P1 (U)

P1 (U) P1 (U)

P1 (U)

P1 (U)

P3 (U)P1 (U)

P4 (U) P4 (U)

P2 (U) P2 (U)

P2 (U) P2 (U)

P2 (U) P2 (U)

P4 (U)

P6 (U)

P4 (U)

P4 (U)

P1

C4 C4 C8 C4

C4 C4

C2

C2

C5 C5 C5C5

C5 C5 C5

C2

C2

C2

C2 C2

C2

C2

C2C2C2

C1

C1

C1

C2 C2

C5C5C5C5

C5C5C5C5 C5

C2

C2

P7 (U)

C1

FB1

600

FB1FB3

FB3FB1

FB1

FB

1

FB

3

FB

1

FB

3

FB

1

FB

1

C1

C1

P4

P4

P1

C2

P1 (U)

P1 (U)

FB

1

1S4.01

2S4.01

BW

1

BW1

RW

1R

W1

P1 (U) P1 (U)

C2 P1

W11

W10

P1

C2

W2

W1

W3

W4

W5 W

6

W8

W12

FB1

C1

P7

P7

FB2

FB

2

RD

W1

RDW1

RD

W1

DW1

RDW1

FB2

P7 P7 P7

BH5

BH6

BH7

BH8

BH1

OUTLINE OF SLAB

OUTLINE OF SLAB

ABOVE

W7

1:1

BA

TT

ER

1:1 BATTER

W14

W13

W16

W15

C7C7

RW

1

RW1

REFER BLOCK RETAINING

WALL DETAILS ON SHEET

S2.02 FOR FOOTING DETAILS

RDW1 RDW1 RDW1

PF1 PF1

PF1

STEP IN WALL

W4a

REFER BLOCK RETAINING

WALL DETAILS ON SHEET

S2.02 FOR FOOTING DETAILS

PIER NOTES:

1. ALL PIER FOUNDATION MATERIAL SHALL BE INSPECTED BY

A QUALIFIED GEOTECHNICAL ENGINEER TO VERIFY THAT THE

DESIGN AND SOIL PARAMETERS SCHEDULED HAVE BEEN

ACHIEVED ON SITE.

2. DESIGN END BEARING - 1500 kPa

3. DESIGN SHAFT ADHESION - 150 kPa

4. ALL PIERS TO COLUMNS SHALL BE SET OUT ON COLUMN

CENTRELINE (REFER ARCHITECT'S DRAWINGS FOR SET OUT)

5. THE PROJECT DATUM AS NOMINATED BELOW SHALL BE

(REFER ARCHITECT'S DRAWINGS FOR FSL)

6. PC ++++ (WHERE APPLICABLE)

DENOTES TOP OF PIER CAP LEVEL RELATIVE

TO THE PROJECT DATUM LEVEL

(REFER NOTE 5 ABOVE)

7. P ++++ DENOTES TOP OF PIER LEVEL RELATIVE

TO THE PROJECT DATUM LEVEL

(REFER NOTE 5 ABOVE)

8. ALL TOP OF PIER SHALL BE P -400 UNO.

9. PIER TAG

P+ - (PIER NUMBER/TYPE)

PC+ - (PIER CAP NUMBER/TYPE)

C+ - (COLUMN NUMBER/TYPE)

SP+ - (SCREW PILE NUMBER/TYPE)

SITE PREPARATION NOTES:

1. SITE PREPARATION SHALL BE CARRIED OUT IN ACCORDANCE WITH

THE GEOTECHNICAL ENGINEERS REPORT NO. PSM3331-007R

PREPARED BY PELLS SULLIVAN MEYNINK AND THE FOLLOWING NOTES.

2. FOLLOWING DEMOLITION REMOVE FROM THE SITE ALL RUBBLE,

TOPSOIL, VEGETATION AND ROOT AFFECTED TOPSOIL. MANSORY

BUILDING RUBBLE MAY BE CRUSHED TO A MAX. PARTICLE SIZE OF

20mm AND STOCKPILED FOR A SITE FILLING. TOPSOIL MAY BE STOCK

PILED FOR RE-USE IN LANDSCAPED ZONES.

3. IN ACCORDANCE WITH THE J&K REPORT ABOVE, THE ENTIRE SITE IS

OVERLAYED WITH UNCONTROLLED FILL OF VARIABLE DEPT:

- ALL EXISTING FILL SHALL BE EXCAVATED AND STOCKPILED FOR

REUSE SUBJECT TO GEOTECH APPROVAL OR APPROPRIATELY

REMOVED FROM SITE.

- PROOF ROLL THE EXPOSED SUBGRADE WITH VIBRATING STEEL

DRUM ROLLER OF MIN. 8-10 TONNE DEADWEIGHT UNDER THE

SUPERVISION OF AN EXPERIENCED GEOTECHNICAL ENGINEER.

- REMOVE AND REPLACE ANY SOFT OR HEAVING AREAS AS DIRECTED

AND +2% OF STANDARD OPTIMUM MOISTURE CONTEN.

4. UPON COMPLETION OF SUBGRADE PREPARATION THE SITTE MAY BE

FILLED TO FINISHED BULK EARTHWORKS LEVEL:

- FILL MATERIAL SHOULD BE A WELL GRADED, GRANULAR MATERIAL

SUCH AS CRUSHED OR RIPPED SANDSTONE. ALTERNATIVE

MATERIALS MAY BE USED SUBJECT TO GEOTECHNICAL ENGINEERS

APPROVAL.

- FILL SHALL BE COMPACTED IN LAYERS OF NOT GREATER THAN 200mm

LOOSE THICKNESS, TO A DENSITY OF BETWEEN 98% - 102% OF SDD

AND +2% OF STANDARD OPTIMUM MOISTURE CONTENT.

5. THE BUILDER SHALL ENGAGE GEOTECHNICAL ENGINEERS TO

CARRY OUT LEVEL 1 EARTHWORKS SUPERVISION IN ACCORDANCE

WITH AS 3798 AND PROVIDE FINAL CERTIFICATION THAT THE FILL

PLATFORM HAS BEEN CONSTRUCTED IN ACCORDANCE WITH

REPORT No. PSM3331-007R PREPARED BY PELLS SULLIVAN MEYNINK

AND THE NOTES ABOVE.



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


FOOTING PLAN

S.W. T.M.

P.R. R.K.

18380-S2.00

JULY 2018




4 REVISED FOR TENDER T.L P.R. 17.10.2018



SCALE 1 : 100

FOOTING PLAN

FOR CONSTRUCTION

PIER SCHEDULE

MARK No. DIAMETERWORKINGLOAD (kN) REINFORCEMENT SOCKET LENGTH

P1 600 900 6N20 1000 INTO 1500 kPa SHALE

P2 600 1300 6N20 2000 INTO 1500 kPa SHALE

P3 750 1600 6N24 1000 INTO 1500 kPa SHALE

P4 900 1800 6N28 1000 INTO 1500 kPa SHALE

P5 900 2100 6N28 1000 INTO 1500 kPa SHALE

P6 900 2600 6N28 2000 INTO 1500 kPa SHALE

P7 300 250 6N12 3000 INTO 700 kPa SHALE

NOTE: 1500 kPa SHALE IS ASSUMED TO BE 4.0m BELOW 700 kPa (CLASS V) SHALE.

FB1 - DENOTES 600 WIDE x 600 DEEP FOOTING BEAM



RDW1 - 200 THICK AFS REDIWALL.

CONCRETE STRENGTH f 'c = 40 MPa

BW1 - DENOTES 190 CORE FILLED BLOCK WALLS

N16-400 EW CENTRAL.

PF1 - DENOTES PAD FOODING -- REFER DETAILS

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DATUM LEVEL

TOP OF PIER LEVEL TOP OF PIER CAP LEVEL

TOP OF PIER LEVEL

ROCK LEVEL ROCK LEVEL

SFL

TOP OF STRIP FOOTING LEVEL

FSL


FSL


FSL

REINFORCED PIER ONLY REINFORCED PIER AND FOOTING BEAM

(REFER PIER SCHEDULE)

PIER

REINFORCEMENT AS NOTEDREFER PIER SCHEDULE

TYPICAL PIER SECTION

STARTER BAR AS NOTED(WHERE REQUIRED - REFER PLAN

AND DETAILS FOR LOCATION)

P ++++


TIES OR HELIX AS NOTEDREFER PIER SCHEDULE

(RE

FER

PIE

R S

CH

ED

ULE

)

SO

CK

ET

LEN

GTH

(RE

FER

PIE

R S

CH

ED

ULE

)

MIN

IMU

M P

IER

LE

GTH

PC ++++

50 S

OC

KE

T

DE

TAIL

S

RE

FE

R

STARTER BAR AS NOTED(WHERE REQUIRED - REFER PLAN

AND DETAILS FOR LOCATION)


TIES OR HELIX AS NOTEDREFER PIER SCHEDULE

(RE

FER

PIE

R S

CH

ED

ULE

)

MIN

IMU

M P

IER

LE

NG

TH

(RE

FER

PIE

R S

CH

ED

ULE

)

SO

CK

ET

LE

GTH

300 COG

100(REFER PLAN)

P ++++(REFER PLAN)

(REFER PLAN)

'Z' BARS TO MATCH FOOTING LONGITUDINAL

REINFORCEMENT REFER SCHEDULE

TIES TO MATCH FOOTING TIE SIZE AND

CTS. REFER SCHEDULE

DEPTH

EQUAL TO

SC

HE

DU

LE

DE

PT

HR

EFE

R

BR

ICK

/ B

LOC

K C

OU

RS

ING

ST

EP

DE

PTH

TO

MA

TCH

COMPACTED FILL

COMPACTED FILL

N20 AT 200 EW

N20 AT 200 EWWATERPROOF MEMBRANE

SLAB ON GROUNDAS DETAILED

LINE OF WALL BEYONDDOOR OPENNING

300 LAP(typical)

TYPICAL LIFT PIT SECTION

LIFT PIT SUMP(REFERLIFT MANUFACTURER'S

DRAWINGS FOR SIZEAND LOCATION)

600

450

450

N20 'L' BARS AT 200

N20 'Z' BARS AT 200 EF450 LEGS

N20 'L' BARS AT 200

TYPICAL LIFT PIT SUMP DETAIL

200

600

MIN

.

COMPACTED FILL

Ø100 AG DRAIN IN FILTERSOCK SURROUNDED WITH GRAVEL

(typical)

75 75

BORED PIER (REFER FOOTING PLAN)

NOTE:

1. THE CONCRETE MIX SHALL HAVE A

WATERPROOFING COMPOUND ADDED "PENETRON" OR "XYPEX" OR EQUIVALENT

IJ

CJ

REFER WALL ELEVATION DRG.FOR LIFT WALL REINFORCEMENT.

TYP

300 MIN

SL82 FABRIC BTM.40 COVER AROUND

LIFT PIT WALLS(typical)

120

TY

P.

150

TY

P.

ALTERNATIVELY TO REARGUARD PROVIDE 'PARBURY' 250W SUPERCAST

PVC HYDROFOIL OR APPROVED EQUIVALENT.

CJDIST. TO 1st HORIZ. BAR

100 17

5 CJ

.

.

200

CJ

PROVIDE 'PENEBAR' OR 'HYDROTITE' EXPANDINGWATERSTOP CENTRALLY PLACED DSS-0220.

(OR APPROVED EQUIVALENT) TYP.

THOROUGHLY SCABBLE ANDCLEAN JOINT. MOISTEN FACE & APPLY 10mm OF APPROVED BONDING AGENT OR

CEMENT SLURRY IMMEDIATELY PRIOR TO POURING WALL CONCRETE.(typical)

REARGUARD 200 WIDE TYP.

REFER WALL ELEVATION DRG.FOR LIFT WALL REINFORCEMENT.

FOOTING BEAM - FB1

600

600

( AFS LOGICWALL INDICATIVE OVER)

(REFER ARCHITECT'S DRAWING FOR LEVELS)

FOOTING BEAM - FB2

600

300

( RDW1 -- REDIWALLINDICATIVE OVER)


FOOTING BEAM - FB3

800

600


( AFS LOGICWALL INDICATIVE OVER)

4N32 T/B2N16-300 TIES

L12TM- 5WIRES TOP & BTMR10-900 TIES

6N32 T/B2N16-300 TIES

KJ

KJ

INFILL SLAB AFTER ERECTIONOF TRUCTURAL STEEL

KJ

KJ


KJ

KJ


SL82 MESH TOP

400

MIN

.

200

SECTION

FOR COLUMN DETAILSREFER PLAN

TYPICAL PAD FOOTING PF1 DETAIL

600x6004N16 'U' BARS E.W.

1N12 ALLROUND

This drawing and design remains the propery of Henry & Hymas and may not becopied in whole or in part without prior written approval of Henry & Hymas

Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 20

ANBRS ARCHITECTURE


FOOTING DETAILS - SHEET 1

S.W. T.M.

P.R. R.K.

18380-S2.01

JULY 2018







FOR CONSTRUCTION

SCALE 1 : 20

TYPICAL PIER ELEVATIONS

SCALE 1 : 20

TYPICAL FOOTING STEP DETAIL

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CAPPING OPTIONAL NATURAL BACKFILL MATERIALFOR TOP 300mm ONLY

GEOFABRICREFER NOTE 3

PROVIDE BITUMEN WATERPROOFING

TO BACK OF WALL AND JOINTSREFER NOTE 1

FREE DRAINING GRANULAR BACKFILL(GRAVEL) FOR FULL HEIGHT AND

LENGTH OF RETAINING WALL

PROVIDE CORDRAIN DRAINAGE CELLFULL HEIGHT

REFER NOTE 2

CORE FILLED BLOCKWORK.REFER BLOCKWORK NOTES ON DRG. S1.00

Ø100 AG DRAIN IN FILTERSOCK SURROUNDED

WITH GRAVEL

N16 AT 400 HORIZ(OMIT ON TOP OF

CLEAN-OUT BLOCK)

N16 AT 400 VERT.

REMOVE FACE OFBLOCK TO PROVIDEDCLEAN-OUT OPENING

AT EACH VERT. BAR

'V' BARS

55 COVER

300

250

'B'

LAP

650

MIN

.25

0

'H' (

1600

max

.)50

0

SL72 FABRIC

N16 AT 400

150 OR 200 SERIES BLOCK WALL 200 OR 300 SERIES BLOCK WALL15.0 kPa SURCHARGE

RETAINING WALL SCHEDULE RW1TOTAL HEIGHT

'H' (mm)HEIGHT OF BLOCK TYPE

800

1000

1200

1400

1600

1800

2000

2200

2400

2600

2800

3000

800 -

-

-

-

-

-

1400

1600

1800

1400

1400

600

1200

1400

1600


PROVIDE BITUMEN WATERPROOFINGTO BACK OF WALL AND JOINTS

REFER NOTE 1


LENGTH OD RETAINING WALL


REFER NOTE 2


WITH GRAVEL

NATURAL BACKFILL MATERIAL

FOR TOP 300mm ONLY

55 COVERCAPPING OPTIONAL

CORE FILLED BLOCKWORK.REFER BLOCKWORK

NOTES ON DRG. 1.00

N16 AT 400 VERT.

N16 AT 400 HORIZ(OMIT ON TOP OF

CLEAN-OUT BLOCK)

'K' BARS

'V' BARS

REMOVE FACE OFBLOCK TO PROVIDE

CLEAN-OUT OPENINGAT EACH VERT. BAR

300

'B'

300

600

HE

IGH

T (3

00 S

ER

IES

)H

EIG

HT

(200

SE

RIE

S)

LAP

650

min

'H' (

1800

TO

300

0)

'X' BARSN16 AT 400

SL72 FABRIC

800

1200

1500

1800

2100

2300

2500

2700

3000

3300

3500

3800

200 SERIES 300 SERIES'B' (mm) 'V' & 'X' BARS 'K' BARS

-

-

-

-

-

N16 AT 400

N16 AT 400

N16 AT 400

N16 AT 400

N16 AT 200

N16 AT 200

N20 AT 200

NOTES:

300

1000

1200

1400

1400

1400

1400

800

1000

N16 AT 400

N16 AT 400

N16 AT 200

N20 AT 200

N20 AT 200

N20 AT 200

N16 AT 200

15.0 kPa SURCHARGE

N16 AT 400

N16 AT 200

N16 AT 200

N16 AT 200

N16 AT 200

1. ENSURE REAR FACE OF RETAINING WALL IS FULLY WATERPROOFED. USE EMER-PROOF ECOFLEX OR APPROVED EQUIVALENT IN ACCORDANCE WITH MANUFACTURERS SPECIFICATION. EG: 2 COATS min. APPLIED IN OPPOSITE DIRECTIONS AND ALLOWED TO CURE FOR 7 DAYS.

( TO BE CONIRMED BY THE ARCHITECT)2. INSTALL FULL HEIGHT DRAINAGE CELL TO REAR OF WALL, USE NYLEX CORDRAIN/18 OR APPROVED EQUIVALENT.3. PROVIDE GEOFABRIC MATERIAL AS SEPARATION BETWEEN GRANULAR BACKFILL (GRAVEL) AND NATURAL BACKFILL MATERIAL. USE BIDIM A24 OR APPROVED EQUIVALENT.

4. MINIMUM ALLOWABLE BEARING PRESSURE AT BASE = 150 kPa

2-N12

40 COVER

N12-400 'L' BARS.

2-N16


Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 20

ANBRS ARCHITECTURE


FOOTING DETAILS - SHEET 2

S.W. T.M.

P.R. R.K.

18380-S2.02

JULY 2018





FOR CONSTRUCTION

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COLUMN TYPE 'C1' COLUMN TYPE 'C2' COLUMN TYPE 'C4 & C8' COLUMN TYPE 'C5'

Ø 450

500

800

400

400

Ø 600

20 CHAMFER TYPICAL.

COLUMN TYPE 'C7'

250

600

PLAN

SECTION

CJ

CJ

BA

R D

IA

LAP

30

SLABS AND BEAMS AS DETAILED

SP

LIC

E L

EN

GT

H

50 75

CRANK REINFORCEMENT1:6 MAXIMUM.

PROVIDE EXTRA TIESET AT CRANK

LOCATION (typical)

COLUMN REINFORCEMENT AS SCHEDULED

SCABBLE SURFACE (typical)

CJ

CJ

STANDARD COG(typical)

50

CJ

CJ

CJ

SLABS AND BEAMSAS DETAILED

50 75

CRANK REINFORCEMENT1:6 MAXIMUM.

PROVIDE EXTRA TIESET AT CRANK

LOCATION (typical)

CJ

CJ

50

COLUMN REINFORCEMENTAS SCHEDULED


SLABS AND BEAMSAS DETAILED

SP

LIC

E L

EN

GT

H

SP

LIC

E L

EN

GT

H

50 50

PIERS AS DETAILED

PROVIDE EXTRA TIES AT LAP LOCATIONS

(typical)IJ IJ

COLUMN STARTER BARSAS SCHEDULED

Ø40

BA

R

SP

LIC

E L

EN

GT

H

Ø40

BA

R

SP

LIC

E L

EN

GT

H

COLUMN REINFORCEMENTAS SCHEDULED




50

CJ

50


Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 20

ANBRS ARCHITECTURE


COLUMN DETAILS

S.W. T.M.

P.R. R.K.

18380-S3.00

JULY 2018






SCALE 1 : 20

COLUMN SECTIONS

SCALE 1 : 20

COLUMN TRANSITION DETAILS

SCALE 1 : 20

TYPICAL COLUMN ELEVATIONS

FOR CONSTRUCTION

COLUMN SCHEDULE

COLUMN TYPE CONCRETE STRENGTHCOLUMN

REINFORCEMENT STARTER BARS TIESC1 40 MPa 10N24 10N24 2R10-300

C2 40 MPa 8N20 8N20 2R10-300

C4 40 MPa 6N20 6N20 R10-300

C5 40 MPa 8N24 8N24 R10-300

C7 40 MPa 6N24 6N24 2R10-300

C8 40 MPa 8N28 8N28 R10-300

tmeng

Stamp

tmeng

Stamp

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Text Box

tmeng

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G'' L.V.

''C''

L.V

.

''G'' L.V.

''C'''

G

''C'''

''G''

''C'''

''G''

''C'''

''G'' L.V.

''G''

''C'''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''''C

''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G'' ''G''

''C''

''C''

''G'' ''G''

''C''

''C''

''G'' ''G''

''C''

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

W4aS3.01

NOTE:

SLAB TO REMAIN

PROPPED UNTIL WALL

UNDER HAS GAINED

FULL STRENGTH

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

W4aS3.01

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

W3S3.01

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

W3S3.01

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

W5S3.01

W4S3.01

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

W2S3.01

W1S3.01

REINFORCEMENT SCHEDULE

TAGDESIGNATION

(DIAMETER - CENTRES) CROSS-SECTIONAL AREA

(mm²/m)

'A'

'B'

'C'

'D'

'F'

'G'

N12 AT 300

N12 AT 200

N16 AT 200

N16 AT 150

N20 AT 200

N20 AT 150

367

440

1000

1333

1550

2067

'E' N16 AT 150 1333

1. ALL WALLS TO BE AFS LOGICWALL 200 THICK UNO,

CORE FILLED WITH 40 MPa CONCRETE UNO.

2. ALL BARS TO BE CENTRALLY PLACED UNO.

NOTE:

1

A

B

W2S3.01

W1S3.01

W3S3.01

W2

W1

W3

4 5

A

B

W5S3.01

W4S3.01

W4aS3.01

W4

W4a

W5



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


WALL ELEVATION SHEET 1

Author T.M.

P.R. R.K.

18380-S3.01

10/19/18

1 TENDER ISSUE I.S. P.R. 26.10.2018


SCALE 1 : 100

WALL W5 ELEVATIONSCALE 1 : 100

WALL W4 ELEVATION

SCALE 1 : 100


WALL W1 ELEVATION

SCALE 1 : 100

WALL W4a- ELEVATION

SCALE 1 : 100

WALL W3 ELEVATION

FOR CONSTRUCTION

SCALE 1 : 100

STAIR ST1 WALL PLAN

SCALE 1 : 100

STAIR ST2 WALL PLAN

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

Stamp

''C''

''G''

''C''

''G'' L.V.

''C''

''G''

''C''

''G''''G''

''C''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G'' L.V.

''C''

''C''

''G'' ''G''

''G''

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

7S3.02

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

8S3.02

6S3.02

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

7S3.02

C

REFER COLUMN DETAIL

FOR REINFORCEMTN


TAGDESIGNATION

(DIAMETER - CENTRES) CROSS-SECTIONAL AREA

(mm²/m)

'A'

'B'

'C'

'D'

'F'

'G'

N12 AT 300

N12 AT 200

N16 AT 200

N16 AT 150

N20 AT 200

N20 AT 150

367

440

1000

1333

1550

2067

'E' N16 AT 150 1333




NOTE:

8 9

A

B

8S3.02

6S3.02

7S3.02

W6 W

8

W7



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE



Author Designer

Checker Approver

18380-S3.02

01/25/19


SECTIONSCALE 1 : 100 S3.02

8SECTIONSCALE 1 : 100 S3.02


6

SCALE 1 : 100

STAIR ST3 WALL PLAN

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

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''G'' E.F.

''C''

E.F

.

''G'' E.F.

''C''

E.F

.

''G'' E.F.

G E.F.

''C''

''G''

''C''

''G''''C

''

''G''

''C''

''G''''B

'' E

.F.

''C'' E.F.

''C''

''G''''C

''

''G''

''C''

''G''

''C''

''G''

''B''

E.F

.

''C'' E.F.

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''B''

E.F

.

''C'' E.F.

''C''

''G''

''C''

''G''

''C''

''G''

''C''

''G''

''C''

G

'B' E

.F.

''C''

G

''G''

G

''C''

G

''G''

G

''C''

G

''G''

LEVEL 2

11S3.03

''C'' E.F.

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

10S3.03

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

14S3.03

16S3.03

200

TH

K R

C W

ALL

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

15S3.03

200

TH

K R

C W

ALL

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

14S3.03

16S3.03

200

TH

K R

C W

ALL

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

ROOF

13S3.03

15S3.03

''C''''C''

''G''

''C''''C''

''C'' ''C''

''C''''C''

'C' E.F. 'C' E.F.

'C' E.F.

REFER COLUMN DETAIL

FOR REINFORCEMTN

200

TH

K R

C W

ALL

5

D

13S3.03

15S3.03

14S3.03

16S3.03

W14

W13

W15

11

D

11S3.03

10S3.03

W10

W11


TAGDESIGNATION

(DIAMETER - CENTRES)

CROSS-SECTIONAL AREA

(mm²/m)

'A'

'B'

'C'

'D'

'F'

'G'

N12 AT 300

N12 AT 200

N16 AT 200

N16 AT 150

N20 AT 200

N20 AT 150

367

440

1000

1333

1550

2067

'E' N16 AT 150 1333




NOTE:

1

E

12S3.03

W12



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE



Author Designer

Checker Approver

18380-S3.03

01/25/19


SCALE 1 : 100


WALL W11 ELEVATION

SCALE 1 : 100

WALL W12 ELEVATION

SCALE 1 : 100




WALL W16 ELEVATION

SCALE 1 : 100

LIFT SHAFT WALL PLANSCALE 1 : 100

STAIR ST4 WALL PLANSCALE 1 : 100

WALL W12 PLAN VIEW

200 THK OFF-FORM CONCRETE. 200 THK OFF-FORM CONCRETE.

tmeng

Stamp

tmeng

Stamp

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Text Box

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FLOOR LEVEL

TYPICAL WALL INTERSECTION ELEVATION DETAILS

600

LAP

SLAB INTERSECTION DETAIL

TRIMMER

`L' BAR SAME SIZE AND

SPACING AS HORIZONTAL

REINFORCEMENT

LAP 40 BAR DIA.

SCABBLE SURFACE

END OF WALL

'L' BARS TO MATCH

VERTICAL WALL

REINFORCEMENT

WALL DOOR OPENING

300 COG

300

CO

G

600

LAP

200 WALL - CORNER DETAIL

300 COG 300 COG

200 WALL "T" INTERSECTION DETAIL

600

LAP

'L' BARS EACH FACE

TO MATCH HORIZONTAL

WALL REINFORCEMENT

COG 300 ONE END

'L' BARS EACH FACE

TO MATCH HORIZONTAL

WALL REINFORCEMENT

200 WALL - ALTERNATIVECORNER DETAIL

300 COG 300 COG

600

LAP

'L' BARS EACH FACE

TO MATCH HORIZONTAL

WALL REINFORCEMENT

200 WALL - ALTERNATIVE"T" INTERSECTION DETAIL

TYPICAL WALL INTERSECTION PLAN DETAILS

600 LAP

600 LAP

200 AFS LOGICWALL - CORNER DETAIL 200 AFS LOGICWALL "T" INTERSECTION DETAIL

N16-300 CENTRAL 1000 LEG

HORIZONTAL REINF'T. AT

CORNERS. HOOK ONE END. TYP.

N16-300 CENTRAL 1000 LEG

HORIZONTAL REINF'T. AT

CORNERS. HOOK ONE END. TYP.

TYPICAL WALL TO COLUMN CONNECTIONFOR 200 THICK OFF-FORM CONCRETE WALLS ONLY

FOR 200 AFS WALLS ONLY

TYPICAL TEMP. MOVEMENT JOINT 'TSJ' DETAIL AT SLAB / WALL CONNECTION

'U' BARS AS SCHEDULED ON

P/T CONTRACTORS DRAWINGS

N20-200 (500 LEGS) CAST-IN 'L' BARS

CENTRAL TO P/T CONCTRACTOR'S DETAIL

(PLACED INSIDE STRESSING SLEEVES &

GROUTED 56 DAYS AFTER CONCRETE

POUR)

PROVIDE TEMPORARY BACK PROPPING

20 THICK POLYSTYRENE

AT SLAB / WALL INTERFACE

REMOVE POLYSTYRENE

AND FILL GAP WITH GROUT

56 DAYS AFTER POURING

CONCRETE SLAB

'U' BARS AS SCHEDULED ON

P/T CONTRACTORS DRAWINGS

CAST-IN 'L' BARS TOP & BTM. TO P/T

CONCTRACTORS DETAIL (PLACED INSIDE

STRESSING SLEEVES & GROUTED 56

DAYS AFTER CONCRETE POUR) PROVIDE TEMPORARY

BACK PROPPING

20 THICK POLYSTYRENE

AT BAND BEAM / WALL INTERFACE

REMOVE POLYSTYRENE AND FILL

GAP WITH GROUT 56 DAYS AFTER

POURING CONCRETE SLAB

TYPICAL TEMP. MOVEMENT JOINT 'TSJ' DETAIL

AT BEAM / WALL CONNECTION

==

CJCJ



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 20

ANBRS ARCHITECTURE


WALL DETAILS

Author T.M.

P.R. R.K.

18380-S3.04

10/19/18



FOR CONSTRUCTION

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

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FFL 186.500

183.5

184.

0

184.

5

185.

0

185.

5

183.8

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

50

50

C4C4

C8 C4

C4 C4

C2 C2

C5 C5 C5C5

C5 C5 C5

C1

C1

C1

C2 C2

C5C5C5C5

C5C5C5C5 C5

C2

C2

C1

C2

C1

50 50C1

C1

50

EB1

IB1

EB1

IB1

EB

1

IB1

EB

1

IB1

EB1

IB1 IB1 IB1 IB1

IB1

EB1

IB1

EB1

IB1

EB

1

EB

1

EB

2

EB1

RW

1

RW1

RW

1R

W1

DW1

DW

1

DW1

C7C7

W4

W5

W1

W2

W3

W6

W8

W12

W14

W15

W13

W16

SC

SC

SC

SC SC

SC

SC

SC SC SC

SC SC SC

SC

SC

SC

SC

SC

SC

SC

SC

SC

SC SC

SC

SC SC SC

SCSCSCKJ

KJ

DJ

SC

SC

SC

DJ

SC

SC

SCSC

SCSC

SC

SCSC

SC

SC

DJ

IJ

IJ

IJ

IJ

100

50

100

50

50

100

RW1

SC

SC

RW

1

RW1

IJIJ

IJ

EB1

W7

100

SC

SC

DW

1

W4

IJ

IJ

EB1 EB1

UP

STAIR ST1 STAIR ST2

STAIR ST2

LANDING OVER

3S4.01

SLAB ON GROUND LEGEND :

DENOTES SLAB THICKNESS

DENOTES LOCAL SLAB SETDOWN

DENOTES SLAB STEPDOWN

DENOTES 2-N12 TRIMMERS TOP x 1200 LONG

DENOTES 150 SLAB ON GROUND

REINFORCE WITH SL82 MESH TOP & BTM.

ALLOW FOR VOID FORMER TYPE 'FILAVOID 75mm' UNDER SLAB

SLAB JOINTS DENOTED THUS:

DENOTED DOWELED JOINT

DENOTES SAW CUT JOINT

DENOTES ISOLATION JOINT

DJ

SC

IJ

+++

+++

+++

ALL SLABS ON GROUND SHALL BE 120 THICK PLACED ON A WATERPROOF MEMBRANE

OVER 100 COMPACTED ROAD BASE UNO.

ALL SLABS ON GROUND SHALL BE REINFORCED WITH SL82 MESH TOP UNO.

'W1 TO W17' WALLS SHALL BE 200 THICK AFS LOGICWALL. f'c = 40 MPa

ALL LANDINGS AND STAIRS THROATS 210 THK. f'c = 32 MPa



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


LEVEL 1 FLOOR PLAN

S.W. T.M.

P.R. R.K.

18380-S4.00

JULY 2018







SCALE 1 : 100

LEVEL 1 FLOOR PLAN

FOR CONSTRUCTION

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

SPECIAL PROGRAMS

LEVEL 1

SLAB EDGE

SLA

B E

DG

E

SLAB EDGE

FLOOR LEVEL

FA

CE

OF

WA

LL

8 9

200 THICK AFS REDIWALL WALLSN16-300 VERTICALN16-466 HORIZONTAL

CONCRETE STRENGTH f 'c = 32 MPa(typical)

DJ

IJ


PROVIDE BITUMEN WATERPROOFING

TO BACK OF WALL AND JOINTSREFER NOTE 1 ON SHEET S2.02




REFER NOTE 2 ON SHEET S2.02


WITH GRAVEL

300

PROVIDE ONE ROW OF PROPPING TO BONDEK SLAB

600

SL92 TOP & BTM

50

N16-150 VERT.COVER 40

N16-150 VERT.COVER 40

PROVIDE BACK PROPPING TO AFS REDIWALL WALL IF BACK

FILLED PRIOR TO ABOVE SLAB HAS GAINED STRENGTH

4N20 T/BN12-300 TIES

TYPICAL FOR 400x600 RC BEAMS

1mm BONDEK

FB2

50 COVER

A

NATURAL BACKFILL MATERIALFOR TOP 300mm ONLY


PROVIDE BITUMEN WATERPROOFINGTO BACK OF WALL AND JOINTS







WITH GRAVEL

300

200 THICK AFS REDIWALL WALLSN16-300 VERTICALN12-466 HORIZONTAL

CONCRETE STRENGTH f 'c = 32 MPa(typical)

GL

IJ

REFER S2.02 FOR DETAIL

50 COVER

2-N12 TRIMMER BARS1200 LONG

600

600

50

RE-ENTRANT CORNER - INTERNAL EDGE PENETRATION COLUMN RECESSFOR COLUMN RECESS DETAILS REFER PLAN

50

2 - N12 TRIMMER BARS(typical)

1200

50

600

600

600

600

50

50

2-N12 TRIMMER BARS(typical)

KJ

KJKJ

KJ

700 (

typica

l)

SLAB JOINTS AS NOTED ON PLAN

PLAN


COLUMN AS NOTED

25

450

PIER AS NOTED (REFER SCHEDULE)

200

TH

ICK

NE

SS

SLA

B

(REFER PLAN)

SECTION

25

450

KJ

KJ

'T'

Y X

min

.

1/3

'T'

REFER DETAIL 'JS1'

NOTE: SAW CUT SHAL BEMADE AS SOON AS CONCRETEHAS CURED SUFFICIENTLY SO

AS NOT TO DAMAGE THE SLABSURFACE WITHIN 24 HOURSOF SLAB POUR

DEPRESS FABRIC LOCALLYBELOW SAW CUT DEPTHFOR SL82 - CUT EVERY SECOND WIRE

FOR SL72 - NOT CUTTING OF ANY WIRES(NOTE: ENSURE FABRIC LAPS DO NOT OCCUR AT JOINT)

SAW CUT JOINTNOTED 'SC' ON PLAN

NOTE:X = INDICATES CHAIR SPACING AT SAW CUT SL72 = 1000

SL82 = 1200Y = INDICATES CHAIR SPACING TYPICALLY THROUGHOUT SL72 = 600 c/c SL82 = 800 c/c

* SAW CUT LOCATIONS SHALL BE ACCURATELY MARKED OUT USING CHALK LINE* SAW CUTS SHALL BE MADE IN ONE PASS TO CORRECT DEPTH* TIME OF SAW CUT TO BE RECORDED AND LOGGED WITH BUILDER* SAW CUT ORDER SHALL COMMENCE AT 1ST CUT FROM OUTSIDE EDGE AND CONTINUE IN A ROTATIONAL ORDER TOWARDS MIDDLE OF SLAB PANEL.

REFER EXAMPLE BAYS BELOW:

4th

6th

2nd

3rd

DDJ

SC

SC

SC

DD

J

SC

SC

SC DD

J

DDJ

EXAMPLE SAW CUT SEQUENCE

1st

5th

DOWELED JOINT ISOLATION JOINT

PAINT FIRST CONCRETE FACEPOURED WITH BITUMENOUS PAINT

R20 DOWELS AT 300400 LONG LOCATED

CENTRALLY GREASEONE END

NOTED DJ ON PLAN TYPICAL AT ALL WALLS AND COLUMNS

10mm JOINTEX

TERMINATE REINFORCEMENTPOURED WITH BITUMENOUS PAINT

TOOL SLAB EDGESREFER DETAIL 'JS2'

ENSURE DOWELS AREPARALLEL - PROVIDE

N12 LACER

OR

CO

LUM

N

'T'

R10-900 TIES3L11TM BTM.

400

400

250

300

SECTION 34.00

250

300

1200N12-200 E.W -- E.F

180

RC WALL

3 INITIAL SAW CUT

6

20

AS

NO

TE

D

SA

W C

UT

DOW CORNING 888 SILICONEJOINT SEALANT OR

APPROVED EQUIVALENT

Ø8 CLOSED CELL EXPANDEDPOLYETHYLENE FOAM BACKING ROD

NOTE:SEALANT SHALL BE PLACED

MINIMUM 4 WEEKS AFTER PUORING OF SLAB

TYPICAL SAW CUT JOINTSEALANT DETAIL 'JS1'

25

10

EDGE OF POUR TO BEBITUMEN PAINTED

DOW CORNIING 888 SILICONEJOITNT SEALANT OR

APPROVED EQUIVALENT

Ø12 CLOSED CELL EXPANDEDPOLYETHYLENE FOAM BACKING ROD

NOTE:SEALANT SHALL BE PLACED

MINIMUM 4 WEEKS AFFTERPUORING F SLAB

TYPICAL CONTINUOUS POUR DOWELEDJOINT DETAIL 'JS2'

MAXIMUM DOWEL JOINT SPACING 25m. NOTIFY ENGINEER IF JOINT SPACING EXCEEDS 25m


Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


LEVEL 1 DETAILS

S.W. T.M.

P.R. R.K.

18380-S4.01

JULY 2018







1

SECTIONSCALE 1 : 20

2

FOR CONSTRUCTION

SCALE 1 : 50

TYPICAL TRIMMING DETAILS

SCALE 1 : 20

TYPICAL SLAB ON GROUND BLOCK-OUT AT COLUMN

SCALE 1 : 20

EDGE BEAM 'EB1' DETAIL

SCALE 1 : 20

INTERNAL BEAM 'IB1' DETAIL

S2.00

tmeng

Stamp

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Stamp

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Text Box

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DENOTES STEP IN SLAB



SUSPENDED CONCRETE LEGEND:

DENOTES LOAD BEARING WALL/COLUMN UNDER

DENOTES NON-LOAD BEARING WALL OVER

DENOTES REINFORCED CONCRETE WALL/COLUMN

OVER


UNDER & OVER

DENOTES COLUMN OVER TYPE

REFER DRAWING SERIES S4.00 FOR DETAILS

DENOTES COLUMN UNDER TYPE


HOB DENOTES HOB. REFER ARCHITECT'S DRAWINGS

FOR LOCATIONS & SIZES

DENOTES WIDTH OF CONCRETE UPSTAND

REFER ARCHITECTURAL CONCRETE SETOUT DRAWINGS FOR

DETAILS+++ UPSTAND

C+

C+

+++

+++

+++

POST-TENSIONED SLAB AND BEAM CONSTRUCTION FLOOR DESIGN PARAMETERS

DESIGN LOADING: LIVE LOAD REDUCTIONS SHALL NOT BE USED

LIVE LOADS GENERALLY:-

BALCONY/ STAIRS-

LIBRARY-

GENERALLY-SUPERIMPOSED DEAD LOAD

DENOTES DEAD LOAD OF ++kN-POINT LOADS - DL++

-- LL++

CONCRETE STRENGTH:

DENOTES LIVE LOAD OF ++kN

3.0 kPa

1.0 kPa

UNLESS NOTED OTHERWISE MINIMUM CONCRETE STRENGTH SHALL BE:

f'c = 40 MPa

FIRE RATING:

DEFLECTION LIMITATION:

UNLESS NOTED OTHERWISE FIRE RATING SHALL BE: 2 HOURS

TOTAL DEFLECTION: L/250 OR 25mm (typical UNO)

L/125 (CANTILEVER)

INCREMENTAL DEFLECTION: L/500

L/1000 (AT MASONRY WALLS

GENERALLY-

COVER:

INTERNAL: 25mm

EXPOSED SURFACES: 40mm

PROVIDE PLASTIC OR CONCRETE BAR

CHAIRS TO ALL EXPOSED SURFACES.

NOTE:

1. THE MINIMUM CONCRETE STRENGTH AS NOTED MAY BE INCREASED BY THE POST TENSIONING

DESIGNER TO FACILITATE THE STRESSING PROGRAM.

2. THE POST TENSIONING CONTRCTOR SHALL DESIGN AND DOCUMENTS ALL ELEMENTS CAST

INTEGRALLY WITH THE POST TENSIONED FLOOR INCLUDING ALL EDGE BEAMS.

3. STRUCTURAL SIZES AND FRAMING AS INDICATED ON PLAN ARE INDICATIVE ONLY, THE POST

TENSIONING CONTRACTOR MAY VARY THE INDICATED SIZES AS REQUIRED TO COMPLY WITH

AUSTRALIAN STANDARDS OR TO PRODUCE A MORE ECONOMICAL DESIGN.

4. FOR CO-ORDINATION PURPOSES, ANY VARIATIONS TO THIS PLAN/DESIGN MADE BY THE POST

TENSIONING CONTRACTOR SHALL BE APPROVED BY HENRY AND HYMAS.

BALCONY- 1.5 kPa

4.0 kPa

7.0 kPa

DENOTES DEAD LOAD OF ++kN/m-LINE LOADS - DL/m++

-- LL/m++ DENOTES LIVE LOAD OF ++kN/m

ROOF PLANT- 2.0 kPa

ROOF PLANT- 5.0 kPa

THIS DRAWING SHALL BE USED FOR FORMWORK PURPOSES

ONLY AND SHALL BE READ IN CONJUNCTION WITH THE

POST TENSIONING CONTRACTORS DRAWINGS.

ANY DISCREPANCIES FOUND IN THE SIZING OF CONCRETE

ELEMENTS ON THE DRAWING SHALL BE FORWARDED TO

THE ENGINEER PRIOR TO ERECTING THE FORMWORK.

NOTES :

SLAB ON GROUND LEGEND :



DENOTES SLAB STEPDOWN

DENOTES 2-N12 TRIMMERS TOP x 1200 LONG

DENOTES 150 SLAB ON GROUND

REINFORCE WITH SL82 MESH TOP & BTM.

POURED OVER VOID FORMER TYPE 'FILAVOID 75mm' UNDER SLAB

DENOTES 170 THICK SLAB POURED ON 1.0 BMT BONDEK

DJ

SC

IJ+++

+++

+++

SLAB JOINTS DENOTED THUS:

DENOTED DOWELED JOINT

DENOTES SAW CUT JOINT

DENOTES ISOLATION JOINT

ALL SLABS ON GROUND SHALL BE 120 THICK PLACED ON A WATERPROOF MEMBRANE

OVER 100 COMPACTED ROAD BASE UNO.

ALL SLABS ON GROUND SHALL BE REINFORCED WITH SL82 MESH TOP UNO.


ALL LANDINGS AND STAIRS THROATS 210 THK. f'c = 32 MPa

1 2 3 4 5 6 7 8 9 10 11

A

B

C

D

E

F

1S4.01

2S4.01

280

x 60

0 P

/T

BA

ND

BE

AM

280 x 600 P/T

BAND BEAM

280 x 600 P/T BAND BEAM280 x 600 P/T BAND BEAM

280

x 60

0 P

/T

BA

ND

BE

AM

280

x 60

0 P

/T

BA

ND

BE

AM

230 x 600 P/T

BAND BEAM

280

x 60

0 P

/T B

AN

D B

EA

M

280 x 600 P/T BAND BEAM

280

x 60

0 P

/T B

AN

D B

EA

M

280

x 80

0 P

/T

BA

ND

BE

AM

280 x 600 P/T

BAND BEAM

50

50

260

C2C2C2

C4 C4

C4 C4

C4

C2

C4 C4

C2 C2 C2 C2

C2 C2

C4

C5 C5 C5 C5

C5C5 C5

C2

C2

C2

C2 C2

C2

C2

C2C2C2

C5 C5 C5 C5

50

C1

C1

C1

SYMBOL DENOTES

SPAN DIRECTION

OF 1.0 BMT BONDEK

C2

C1

C1

C1

C1

IB1

EB1

EB1

IB1

EB

1

IB1

EB

1

IB1

EB1

C7 C7

W1

W3

W2

W12

W4

W5

W14

W15

W13

W16

W6

W8

W10(U)

W11

C2

C2CB1

C2

PT

210

150

150

150150

150

150

SOG

SOG

SOG SOG

SOG

SOG

RW

1

SC

SC

SCSC

SC

SC

SC

SC

400

x 60

0 R

C B

EA

M

210

210

C2

PROVIDE TEMP. PROPPING

TO SLAB UNTIL

DOWELS ARE GROUTED.

EB

1

DW1(u)

DW

1(u)

DJ

SCSC

SC

UP

230

x 60

0 P

/T

BA

ND

BE

AM

280

x 60

0 P

/T

BA

ND

BE

AM

CONCRETE DOWNTURN

CB3 CB3

C2

3S5.01

210

LANDING ABOVE

DW

1(u)

C5

UP

UP

UP

UP

UP

280

x 80

0 P

/T

BA

ND

BE

AM

400 x 1200 P/T

BAND BEAM


TO SLAB UNTIL

DOWELS ARE GROUTED.

EB1

STAIR ST1 STAIR ST2 STAIR ST3

STAIR ST4

STAIR ST5

1S5.01

4S5.01

2S5.01

TMJ

TM

J

W4a

TMJ

TMJ

TM

J

5S5.01

W7

VOID

7S5.01

CB2HATCHING DENOTES THE

EXTENT OF THE LIBRARY

B



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

BNBRS ARCHITECTURE


LEVEL 2 FLOOR PLAN

S.W. T.M.

P.R. R.K.

18380-S5.00

JULY 2018







B REVISED FOR CONSTRUCTION I.S. P.R. 30.01.2019

FOR CONSTRUCTION

ALL SUSPENDED SLABS SHALL BE 210 THICK UNO.

SCALE 1 : 100

LEVEL 2 FLOOR PLAN

HEADER BEAM MEMBER SCHEDULE

MEMBER TAG MEMBER SIZE

DL 150 PFC

H

HB

65 x 65 x 3 SHS

50 x 50 x 3 SHS

MEMBER SIZE

REFER TO OPERABLE WALL FIXING DETAILS ON SHEET S9.03



B

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

LEVEL 2

280

600

3N24 TOP

3N28 BTM

N12-300 TIES

450

400

340

600

4N28 TOP

4N24 BTM

R10-300 TIES

STAIRS AS DETAILED

RC SLAB AS DETAILED

WALL BEHIND

CB1 DETAIL CB2 DETAIL

LEVEL 2

230

600600

260

50

340

4N28 TOP

4N24 BTM

R10-300 TIES

STAIRS AS DETAILED

RC SLAB AS DETAILED

CB1 DETAIL

LEVEL 2

1200

400

600

490

C2 COLUMN AS DETAILED

RC BEAM AS DETAILED

600

300

4N28

4N24

450

400

3N24 TOP

3N28 BTM

N12-300 TIES

STAIRS AS DETAILED

RC SLAB AS DETAILED

CB3 DETAIL



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 20

ANBRS ARCHITECTURE


LEVEL 2 DETAILS

Author T.M.

P.R. R.K.

18380-S5.01

01/21/19




1


4


2

FOR CONSTRUCTION


5 SECTIONSCALE 1 : 20 S6.00

6


7

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng








OVER


UNDER & OVER









DETAILS+++ UPSTAND

C+

C+

+++

+++

+++




BALCONY/ STAIRS-

LIBRARY-



-- LL++

CONCRETE STRENGTH:


3.0 kPa

1.0 kPa


f'c = 40 MPa

FIRE RATING:




L/125 (CANTILEVER)



GENERALLY-

COVER:

INTERNAL: 25mm




NOTE:










BALCONY- 1.5 kPa

4.0 kPa

7.0 kPa



ROOF PLANT- 2.0 kPa

ROOF PLANT- 5.0 kPa







NOTES :

1 2 3 4 5 6 7 8 9 10 11

A

B

C

D

E

F




280 x 600 P/T BAND BEAM 280 x 600 P/T BAND BEAM

280 x 600 P/T BAND BEAM 280 x 600 P/T BAND BEAM

280

x 60

0 P

/T B

AN

D B

EA

M

280

x 60

0 P

/T B

AN

D B

EA

M

280

x 60

0 P

/T B

AN

D B

EA

M

280

x 60

0 P

/T B

AN

D B

EA

M


280

x 60

0 P

/T

BA

ND

BE

AM

280

x 80

0 P

/T

BA

ND

BE

AM


260

280 x 600 P/T

BAND BEAM

50

50

C4

C4

C4 C4

C4

C4 C4

C2 C2

C2

C2 C2 C2 C2 C2 C2 C2 C2

C2

C4 C4

C4C4

C4 C4

C2 C2

C4

C5 C5 C5 C5

C2 C5

C1

C2

C2

C2 C2

C2

C4

C4

C2

C2

C2C2

C4

C2

C1

C1

50

C4C4

C1

230 x 600 P/T

BAND BEAM

450

x 15

00 P

/T B

AN

D B

EA

M

C1

C1

C1

1200

x 8

00

P/T

BA

ND

BE

AM

C7 C7

W1

W2

W3

W12

W4

W5

W8

W14

W15

W13

W16

W11

C2

450 x 400 RC BEAM

210

210

C2

1S6.01

CB3 CB3 CB3

210C4

C2

C2

UP

UP

UP

400 x 1200 P/T

BAND BEAM

280

x 80

0 P

/T

BA

ND

BE

AM


TO SLAB UNTIL

DOWELS ARE GROUTED.


TO SLAB UNTIL

DOWELS ARE GROUTED.

CJ

CJ

CJ

CJ

CJ

POUR 1

POUR 2

20


STAIR ST4

3N24 TOP

3N28 BTM

N12-300 TIES

TYPICAL FOR

450x400 RC BEAMS

ST

AIR

ST

7

DL

HB

HB

HB

HH

H

DLH H

HB

HB

HB

HH

DL

HB

HB

HB

HDL

HB

H

DL

HB

HB

DLH H

HB

HB HH

DL

HB

DL HH

HB

HB

HH

DL

HB

HBHH

H

HB

H

DL

HB

HB

HH

DL

HB

HHB

HH

DL

HB

DL

HB

HB

DLH H

HB

HB

HH

DL

HB

DL HH

HB

HBHH

DL

HB

HBHH

H

DL

HB

HB

HB

HH

H

HB HB

HB HB

HB

HB

HB

H H HDL

HB

H

W4a

200

MIN.

FA LL

FALL

2S6.01

3S6.01

4S6.01

5S6.01

7S6.01

6S5.01

TMJ

TM

J

TMJ

TM

J

TMJ

TM

J

TMJ

2S5.01

1S5.01

8S6.01

W7

CJ

EXTENT OF RC SLAB

TM

J

TM

JT

MJ

210

210

DL = 420

LL = 190DL = 420

LL = 190

DL = 390

LL = 190DL = 330

LL = 150

DL = 420

LL = 260DL = 340

LL = 210

DL = 540

LL = 240

CB1

CB2

B

HATCHING DENOTES THE




Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

BNBRS ARCHITECTURE


LEVEL 3 FLOOR PLAN

S.W. T.M.

P.R. R.K.

18380-S6.00

JULY 2018








FOR CONSTRUCTION

ALL POST-TENSIONED SLABS SHALL BE 210 THICK UNO.

'W1 TO W17' WALLS SHALL BE 200 THICK AFS LOGICWALL, f'c = 40 MPa

ALL LANDINGS AND STAIRS THROATS 210 THK, f'c = 32 MPa

SCALE 1 : 100

LEVEL 3 FLOOR PLAN

HEADER BEAM MEMBER SCHEDULE

MEMBER TAG MEMBER SIZE

DL 150 PFC

H

HB

65 x 65 x 3 SHS

50 x 50 x 3 SHS

DL = XX

DX = XXDENOTES TRANSFER LOADS FOR PT DESIGN

CJDENOTES TIED CONSTRUCTION JOINTS

REFER DETAIN ON SHEET S6.01

B

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

LEVEL 3

280

200

20

600

CJ

DRIP GROOVE

PROVIDE COVER TO BARS

TYPICAL

2N12

R10-300 TIES

20020 CHAMFER

TYPICAL

FALLLEVEL 3

600

280

COLUMN BEYOND

LEVEL 3

230

600

OPENING

LEVEL 3

260

600

50

LEVEL 3

400

1200

LEVEL 3

1800

1200

C1COLUMN AS DETAILED

TYPICAL PT SLAB CONTROL JOINT 'CJ' DETAIL

RE

FE

R P

LAN

CJ

N12 -200 TOP AND BOTTOM - POSITION

BOTTOM BARS IN 2ND LAYER TO ALLOW

STAIR BOTTOM REO TO BE LAID FIRST

LAP

600

LAP

600

POUR 1 POUR 2

SCABLE FACE OF FIRST

POUR AND APPLY

BONDING AGENT.

LEVEL 3

450

1500



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 20

ANBRS ARCHITECTURE


LEVEL 3 DETAILS

Author T.M.

P.R. R.K.

18380-S6.01

01/21/19






4


5

FOR CONSTRUCTION


7


8

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng








OVER


UNDER & OVER









DETAILS+++ UPSTAND

C+

C+

+++

+++

+++







NOTES :




BALCONY/ STAIRS-

LIBRARY-



-- LL++

CONCRETE STRENGTH:


3.0 kPa

1.0 kPa


f'c = 40 MPa

FIRE RATING:




L/125 (CANTILEVER)



GENERALLY-

COVER:

INTERNAL: 25mm




NOTE:










BALCONY- 1.5 kPa

4.0 kPa

7.0 kPa



ROOF PLANT- 2.0 kPa

ROOF PLANT- 5.0 kPa

1 2 3 4 5 6 7 8 9 10 11

A

B

C

D

E

F


280

x 60

0 P

/T B

AN

D B

EA

M

280

x 60

0 P

/T B

AN

D B

EA

M

280

x 60

0 P

/T B

AN

D B

EA

M


280

x 60

0 P

/T B

AN

D B

EA

M

280 x 600 P/T BAND BEAM 280 x 600 P/T BAND BEAM 280 x 600 P/T BAND BEAM


280 x 700 P/T BAND BEAM280

x 80

0 P

/T

BA

ND

BE

AM

280

x 60

0 P

/T

BA

ND

BE

AM

50

50C4 C4

C4 C4

C4

C2

C2

C2 C2

C2

C2

C2 C2

C2 C2 C2 C2

C2 C2

C4 C4

C2

C4

C4

C2 C2

C2

C2

C2 C2C2 C2

C4

C4

REFER SHEET S9.01

FOR STAIR FRAMING

DETAILS

260

50

C4C4

C4

C4

C4 C4

C7

W1

W4

W5

W14

W15

W13

W16

W11

C2

210

210

C7

C4

C4

CJ

CJ

CJ

CJ

CJ

POUR 1

POUR 2

20

W12

W2

W3

W6

W8


TO SLAB UNTIL

DOWELS ARE GROUTED.

CB3CB3CB3

230 x 600 P/T

BAND BEAM

C4

200MIN.

FA LL

FALL

200 MIN.

FA LL

FALL

C2

UP

UP

450 x 400 RC BEAM

400 x 1200 P/T

BAND BEAM

DL

HB

HB

HB

HH

H

DLH H

HB

HB

HB

HH

DL

HB

HB

HB

HDL

HB

H

DL

HB

HB

DLH H

HB

HB HH

DL

HB

DL HH

HB

HB

HH

DL

HB

HBHH

H

HB

H

DL

HB

HB

HH

DL

HB

H

DL

HB

HB

HBHH

H

H

HB HH

DL

HB

DL

HB

HB

HBHH

H

HB

HB

HH

DL

HB

DL

HB

HB

DLH H

HB

HB

HH

DL

HB

DL HH

HB

HBHH

DL

HB

HBHH

H

DL

HB

HB

HB

HH

H

DL

HB

HB

HB

HH

H

DLH H

HB

HB

HB

HH

DL

HB

HB

HB

HDL

HB

H

DL

HB

HB

DLH H

HB

HB HH

DL

HB

DL HH

HB

HB

HH

DL

HB

HBHH

H

HB

H

DL

HB

HB

HH

DL

HB

HHB

HH

DL

HB

DL

HB

HB

DLH H

HB

HB

HH

DL

HB

DL HH

HB

HBHH

DL

HB

HBHH

H

DL

HB

HB

HB

HH

H

HHB

HH

DL

HB

HB

H

HB HH

DL

HB

HB H

HB

HH

DL

HB

HB


TO SLAB UNTIL

DOWELS ARE GROUTED.


TO SLAB UNTIL

DOWELS ARE GROUTED.


STAIR ST4

HB HB

HB HB

HB HB

HB HB

280

x 70

0 P

/T

BA

ND

BE

AM

6S5.01

1S5.01

2S5.01

TM

J

TMJ

TM

JT

MJ

TMJ

TM

J

TMJ

TM

J

3S6.01

SIM

5S6.01

SIM

2S6.01

SIM

4S6.01

SIM

W4aTMJ

TM

J

210

210

CB2

CB1

HATCHING DENOTES THE


B



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

BNBRS ARCHITECTURE


LEVEL 4 FLOOR PLAN

S.W. T.M.

P.R. R.K.

18380-S7.00

JULY 2018








FOR CONSTRUCTION

ALL POST-TENSIONED SLABS SHALL BE 210 THICK UNO.


ALL LANDINGS AND STAIRS THROATS 210 THK, f'c = 32 MPa

SCALE 1 : 100

LEVEL 4 FLOOR PLAN

B

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng







NOTES :




BALCONY/ STAIRS-

ROOF PLANT-



-- LL++

CONCRETE STRENGTH:


3.0 kPa

1.0 kPa


f'c = 40 MPa

FIRE RATING:




L/125 (CANTILEVER)



GENERALLY-

COVER:

INTERNAL: 25mm




NOTE:










BALCONY- 1.5 kPa

4.0 kPa

5.0 kPa



ROOF PLANT- 2.0 kPaDENOTES STEP IN SLAB







OVER


UNDER & OVER









DETAILS+++ UPSTAND

C+

C+

+++

+++

+++

ROOF

200 THK REDIWALL

N16 - 300 VERTICAL

N12 - 466 HORIZONTAL

CENTRAL TYPICAL

2000

280

ROOF

200

1N12

R10-300 'L' BARS

TYPICAL HOB DETAIL

150

CJ

1 2 3 4 5 6 7 8 9

A

B

C

D

E

C4 C4

C4

C2

C2C4

C4

C4

400

x 12

00 P

/T

BA

ND

BE

AM

200 REDIWALL 200 REDIWALL

200 REDIWALL

200 REDIWALL

200

RE

DIW

ALL

200

RE

DIW

ALL

200

RE

DIW

ALL

C7

W4

W5

MIN.

210

SLAB FALLS TO HYDRAULIC

ENGINEER'S DETAILS

W1

W2

W3

W6

W8

280 x 600 P/T

BAND BEAM

280 x 600 P/T

BAND BEAM

280

x200

0 P

/T B

AN

D B

EA

M

200

RE

DIW

ALL

2S8.00

W14

W13

W16

W15

C7

UP

400

x 12

00 P

/T

BA

ND

BE

AM

HOB

HO

B

HO

B

C7C7

1

W12

W4a

MIN

.

1000

5S8.00

HOB

HOB

HO

B

HO

B

RWO RWO

E

ROOF

600

280

1000 MIN.

ROOF

1200

400



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


ROOF FLOOR PLAN

S.W. T.M.

P.R. R.K.

18380-S8.00

JULY 2018






ALL POST-TENSIONED SLABS SHALL BE 210 MIN. THICK UNO.

FOR CONSTRUCTION

SECTION-SCALE 1 : 20

1

SCALE 1 : 100

ROOF PLAN


2

ELEVATION-SCALE 1 : 20

5

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

1 2 3 4 5 6 7 8 910 11

A

B

C

D

E

F

R3

P2

R2

R2

R3

R3

R3 R2

SC2

SC2

R2

R2

SC2

SC2

SC2

SC2

SC2

SC2

ST1

R1

SC2 SC2

R2 R1

R1

R1

SC2

SC2

SC2 SC2

SC2 SC2

ST1

SC2

SC2

SC2

SC2

B1

ST1

B1 ST1

ST1

B1

SC2

SC2

SC2

SC2

B1

SC2

SC2

R1

SC2

B2(

U)

SC2

SC2

P2

P2

P2

P2

P2

P2

P2

P2 P2 P2

P2

P2 P2 P2

P2 P2

ST1

P2

SC2

SC2

P2

P2

P2 P2

P2

P2 P2

R2

R1

R1

RA

1

R1

RA

1

R1

R1

R1

BR

BR

BR

B1

P1

P1

P1

P1

P1

P1

P1

P1

SC2

P2

P2

P2 P2 P2

R1

R1

SC2

B1(

U)

R3

BR

B1

BR

BR

BR

BR BR

BR

BR

BR

BR

BR

BR

BR

B7

SC2BR

BR

BRB

R

BR

BR

BRBR BR

BR

BR

BR

R1

B1

B7

R1

R1

R1

P1

SC2

SC2

SC1(o)

SC1(O)

P1

B1(

u)

B2(

belo

w)

B2(below)

B2(below)

SC1SC1

BR

BR

BR

R2R2

R1

SC1(u)

SC2

R1

SC1

B2(

U) B1(

U)

B2(U)

B2(U)

P1

BR BR BR

BR

BR

BR BR

P1

SC1

SC1

11S9.04

RA

1

RAISED ROOF 1 OVERREFER DWG. S9.01

FOR DETAILS

RAISED ROOF 2 OVERREFER DWG. S9.01

FOR DETAILS

STAIR 2 ROOF OVERREFER DWG. S9.01

FOR DETAILS

STAIR 4 ROOF BELOWREFER DWG. S9.01

FOR DETAILS

SC1

SC1

RA

1

RA

1

RA

1

RA

1R

A1

P1

FALL

FALL

FALL

FALL

FALL

FALL

FALL

FALL

SC1

SC1

2S9.02

5S9.03

4S9.03

1S9.02

B1

B1

SC4

SC4

SC4

SC4

SC4

SC4

SC4

SC4

SC4

SC4

SC4

SC4

SC4

SC4 SC4

SC4

SC4

SC4

SC4

3S9.03

BR

BR

BR

BR

BR

ST1

B1

P2

RA1

RA1

ST

2

ST

2

ST

2

ST

2

ST

2

ST

2

ST

2ST2

ST

2

ST

2

ST

2

ST

2

ST

2

ST2

ST2

ST

2

ST

2

ST

2

RA

2

RA

1

B7

B2

B7 B7

B7

SC1(o)

B6

B6

B1

B6

B1

DL(

u)

HB

HB

HB

HH

H

DL(u)

H H

HB

HB

HB

HH

DL(

u)

HB

HDL(u)

H

DL(

u)

HB

HB

DL(u)

H H

HB

HB

HB HH

DL(

u)

HB

DL(u)

HH

HB

HB

H

H

DL(

u)

HB

HBHH

H

HB

H

DL(

u)HB

HB

HH

DL(

u)

HB

H

HB

HB

HBHH

H

H

HB HH

DL(

u)

HB

DL(

u)

HB

HB

HBHH

H

HB

HB

HH

DL(

u)

HB

DL(

u)

HB

HB

DL(u)H

H

HB

HB

HH

DL(

u)

HB

DL(u)

H

H

HB

HBHH

DL(

u)

HB

HBHH

H

DL(

u)

HB

HB

HB

HH

H

DL(

u)

HB

HB

HB

HH

H

DL(u)

H H

HB

HB

HB

HH

DL(

u)

HB

HBH

B

H

DL(u)HB

H

DL(

u)

HB

HB

DL(u)

H H

HB

HB HH

DL(

u)

HB

DL(u)

HH

HB

HB

HH

DL(

u)

HB

HB

HH

H

HB

H

DL(

u)

HB

HB

HH

DL(

u)

HB

H

HB

HH

DL(

u)

HB

DL(

u)

HB

HB

DL(u)H

H

HB

HB

HH

DL(

u)

HB

DL(u)

H

H

HB

HB

HH

DL(

u)

HB

HBHH

H

DL(

u)

HB

HB

HB

HH

H

HHB

HH

HB

HB

H

HB

HH

HB

HB H

HB

HH

HB

HB

B7 B

7

B7

B7

B7

B7

B7

B7

B7

B7

B7

B7

B7

B7

DL(

u)

DL(

u)

DL(

u)

DL(

u)

7S9.04

ST1 ST1

SC4SC4

HB

HB

HBH

B

SC1(u)

FB

1

FB

1

FB1

FB1

FB1

FB1

HB HB

SC1(u)

SC1(o)

SC

1(o)

SC

1(u)

HBHB

8S9.04

9S9.04

BR

BR

BR

CRANK

SC1(u)

SC1(u)

HB

HB

HB

B1

10S9.04

P2

B6 B6 B6 B6 B6 B6

B6 B6

B6B6B6B6B6B6B6B6

RA

2R

A2

RA

2R

A2

B7

3xP

2

3xP

2

B3

B3

B5(O)

B5(

O)

B5(O)

B5(O)

B5(

O)

B5(O)

VOIDVOID

RA

1

RA

1R

A2

RA

2

RA

2R

A2

RA

2

MEMBER SCHEDULEMEMBER TAG MEMBER SIZE

RAFTERS

R1

R2

R3

R4

250 UB 26

310 UB 40

200 UB 22

150 UB 14

250 UB 31

360 UB 50

89 x 5.0 SHS

125 x 5.0 SHS

BEAMS

B1

B2

COLUMNS

SC1

SC2

180 UB 18B3

R5 180 UB 18

114.3 x 4.8 CHSSC3

150 UB 18B4

89 x 5.0 SHSB5

150 x 5.0 SHSB6

89 x 5.0 SHSSC4

125x75x6 RHSSC5

89 x 5.0 SHSDR1


PURLINS

P1

P2

SZ20012 PURLINS AT 1200 max. CENTRES

1000 max. END SPAN (SHEETING) LAP AND BRIDGE AS NOTED

SC20024 PURLINS AT 1200 max. CENTRES

1000 max. END SPAN (SHEETING) BRIDGE AS NOTED

P4SC10012 PURLINS AT 1200 max. CENTRES


250 PFCSB1

SC15012SB2

250x150x5 RHSSC6

75x4 RHSSC7

BRACES

BR 75 x 6 EA

STRUTS

ST1 Ø114.3 x 3.2 CHS (EQUIVALENT SHS = 100 x 3.0)


RA2

90 x 6 EARA1

150 PFC

ST3 89 x 5.0 SHS

65 x 3.0 SHSH

150 PFCDL

250 UB 26B7

HB 50 x 3 EA

FB1 50 x 5.0 EA - PROVIDE FB TO EVERY THIRD PURLIN

G1 SC15015 GIRTS AT 900 max. CENTRES



PURLIN NOTES:1. UNLESS NOTED OTHERWISE ALL PURLINS SHALL BE LAPPED AS FOLLOWS:-

SPAN MINIMUM LAP

< 6000 900

> 6000 < 8000 1200

> 8000 < 12000 1500

> 12000 1800

2. PURLINS, GIRTS AND BRIDGING TO BE INSTALLED IN ACCORDANCE WITH

MANUFACTURERS SPECIFICATION.

3. UNLESS NOTED OTHERWISE PROVIDE PURLIN / GIRT BRIDGING AS FOLLOWS:-

NOTED: FIGURES IN BRACKETS APPLY TO SIMPLY SUPPORTED PURLINS

PURLIN SIZEMAXIMUM PURLIN SPAN

100

150

200

250

0 BRIDGES

2000

3000

4000

5000

1 BRIDGES 2 BRIDGES

4000 (3000)

6000 (5000)

8000 (7000)

10000 (8000)

6000 (5000)

9000 (7000)

12000 (9000)

15000 (12000)

NOTES:FOR ALL GENERAL STEELWORK NOTES REFER CONSTRUCTION NOTES ON DRAWING S1.00

ALL BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE M20 GRADE 8.8/S U.N.O

ALL BRACE MEMBERS SHALL BE TIED TO EVERY SECOND PURLIN CROSSED WITH

UNISTRUT STRAP TO PREVENT SAG.

PRECAMBER TO ALL STRUCTURE STEEL RAFTERS, TRUSSES AND PORTALS

SHALL BE 5mm FOR EVERY 2000mm OF SPAN UNLESS NOTED OTHERWISE ON PLAN.

UNLESS NOTED OTHERWISE ALL EXTERNAL STRUCTURAL STEEL SHALL BE

HOT DIPPED GALVANISED.

UNLESS NOTED OTHERWISE FLY BRACE RAFTERS EVERY 3rd PURLIN.

PROVIDE FIRE PROTECTION TO ALL STRUCTURAL STEEL ELEMENTS AS REQUIRED

(REFER ARCHITECT'S DRAWING FOR FIRE RATING REQUIREMENTS)

1.

2.

3

4.

5.

6.

7.


Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


ROOF FRAMING PLAN

S.W. T.M.

P.R. R.K.

18380-S9.00

JULY 2018

1 ISSUED FOR APPROVAL I.S. P.R. 27.09.2018




SCALE 1 : 100

ROOF FRAMING

FOR CONSTRUCTION

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng


RAFTERS

R1

R2

R3

R4

250 UB 26

310 UB 40

200 UB 22

150 UB 14

250 UB 31

360 UB 50

89 x 5.0 SHS

125 x 5.0 SHS

BEAMS

B1

B2

COLUMNS

SC1

SC2

180 UB 18B3

R5 180 UB 18

114.3 x 4.8 CHSSC3

150 UB 18B4

89 x 5.0 SHSB5

150 x 5.0 SHSB6

89 x 5.0 SHSSC4

125x75x6 RHSSC5

89 x 5.0 SHSDR1


PURLINS

P1

P2

SZ20012 PURLINS AT 1200 max. CENTRES

1000 max. END SPAN (SHEETING) LAP AND BRIDGE AS NOTED

SC20024 PURLINS AT 1200 max. CENTRES




250 PFCSB1

SC15012SB2

250x150x5 RHSSC6

75x4 RHSSC7

BRACES

BR 75 x 6 EA

STRUTS



RA2

90 x 6 EARA1

150 PFC

ST3 89 x 5.0 SHS

65 x 3.0 SHSH

150 PFCDL

250 UB 26B7

HB 50 x 3 EA

FB1 50 x 5.0 EA - PROVIDE FB TO EVERY THIRD PURLIN

G1 SC15015 GIRTS AT 900 max. CENTRES



2 3

C

D

SC1

SC1

SC1

SC1

SC1

R4

B4

R4

B4

P2

FALL

6 7

C

D

SC1SC1

SC1SC1

R4

R4

B4

B4

P2

FALL

SC1

8S9.04

8 9 10

D

E

F

P3

P3

R5

R5 B3

B3

R5

R5

R5

SC1SC1

SC1

P3

P3

R5

B3

FALL

FALL 4

S9.03

7S9.04

129.04

11

B

C

D

11S9.04

P4

RA

2

BR

BR

BR

BRBR

BR

SC3

SC3SC3

R1

B4

ST1

R1

FALL

SC2SC2

SC4

SC4

R1

SC3

BR

BR

B4

P4

R1

BR

ST1

RA

1

RA

1

LEVEL 3

LEVEL 4

6 7

SC

7

SB1

SB1

6 7

C

D

3

SB

2

SB

2

SB

2

SB

2

SB

2

SB

2

SB

2

SB

2

SB

2

SB1

SB1

SB1

SB

2

SB

2

SB

2SC

7

SC7

SB1

SC7

SC7

SC7

710 690 700 700 1100 640 760 700 700 700

SB2

PURLIN NOTES:1. UNLESS NOTED OTHERWISE ALL PURLINS SHALL BE LAPPED AS FOLLOWS:-

SPAN MINIMUM LAP

< 6000 900

> 6000 < 8000 1200

> 8000 < 12000 1500

> 12000 1800

2. PURLINS, GIRTS AND BRIDGING TO BE INSTALLED IN ACCORDANCE WITH

MANUFACTURERS SPECIFICATION.

3. UNLESS NOTED OTHERWISE PROVIDE PURLIN / GIRT BRIDGING AS FOLLOWS:-

NOTED: FIGURES IN BRACKETS APPLY TO SIMPLY SUPPORTED PURLINS

PURLIN SIZEMAXIMUM PURLIN SPAN

100

150

200

250

0 BRIDGES

2000

3000

4000

5000

1 BRIDGES 2 BRIDGES

4000 (3000)

6000 (5000)

8000 (7000)

10000 (8000)

6000 (5000)

9000 (7000)

12000 (9000)

15000 (12000)

NOTES:FOR ALL GENERAL STEELWORK NOTES REFER CONSTRUCTION NOTES ON DRAWING S1.00

ALL BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE M20 GRADE 8.8/S U.N.O

ALL BRACE MEMBERS SHALL BE TIED TO EVERY SECOND PURLIN CROSSED WITH

UNISTRUT STRAP TO PREVENT SAG.

PRECAMBER TO ALL STRUCTURE STEEL RAFTERS, TRUSSES AND PORTALS

SHALL BE 5mm FOR EVERY 2000mm OF SPAN UNLESS NOTED OTHERWISE ON PLAN.

UNLESS NOTED OTHERWISE ALL EXTERNAL STRUCTURAL STEEL SHALL BE

HOT DIPPED GALVANISED.

UNLESS NOTED OTHERWISE FLY BRACE RAFTERS EVERY 3rd PURLIN.

PROVIDE FIRE PROTECTION TO ALL STRUCTURAL STEEL ELEMENTS AS REQUIRED

(REFER ARCHITECT'S DRAWING FOR FIRE RATING REQUIREMENTS)

1.

2.

3

4.

5.

6.

7.

4 5

A

B

C

FALL

1S9.02

P1

P1

B1

R3

RA

1

RA

1

9S9.04

10S9.04

CS9.07


Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


STEEL FRAMING PART PLANS

S.W. T.M.

P.R. R.K.

18380-S9.01

JULY 2018





SCALE 1 : 100

RAISED ROOF 1 FRAMING PLANSCALE 1 : 100

RAISED ROOF 2 FRAMING PLAN

SCALE 1 : 100

AWNING ROOF FRAMING PLANSCALE 1 : 100

STAIR 4 ROOF FRAMING PLAN

FOR CONSTRUCTION


3

SCALE 1 : 100

STAIR PLAN VIEW

SCALE 1 : 100

STAIR 2 ROOF FRAMING PLAN

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

1234567891011

ROOF

7S9.04

1S9.06

2S9.06

3S9.06

9S9.04

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

5

SC

5

SC

4

SC

4

SC

4

SC

4

SC

5

SC

5

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

2

SC

2

SC

2

SC

2

SC

2

SC

2

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B6 B6 B6 B6 B6 B6B6B6

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

1 2 3 4 5 6 7 8

ROOF

9S9.04

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

4

SC

2

SC

2

SC

2

SC

2

SC

2

SC

2

SC

2

SC

2

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B6 B6 B6

B5

B5

B5

B5

B5

B5

B5

B5

B1

B5

B5

B5

B5

B5

B5

B5

B6

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B6

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C2

C5

C5

C5

C5

C5

C5

C5

C5



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 100

ANBRS ARCHITECTURE


ELEVATIONS SHEET 1

S.W. T.M.

P.R. R.K.

18380-S9.02

JULY 2018






1


2 FOR CONSTRUCTION

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

B C D

ROOF

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B1 B6 B6 B6

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

9 10 11

ROOF

7S9.04

1S9.06

2S9.06

3S9.06

YS9.06

SC

4

SC

4S

C4

SC

2

SC

2

SC

2

SC

4

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B5

B6 B6

C2

C2

C2

C2

C2

C2

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

5 6 7

ROOF

6S9.03

SC

6

DR

1

SC

6

DR

1

DR

1

ST

3

SC

4

ST

3

ST

3

B5

B5

B5 B5 B5

B5 B5 B5

B5

B5

C2

LEVEL 2

LEVEL 3

D

CEILING LEVEL

ST3

3S9.03

DR

1

B5

B5

CEILING LEVEL

TYPICAL

45.00°

HB

H

2M16 CHEMSETS

125 MIN. INTO CONCRETE

2M16 CHEMSETS

125 MIN. INTO CONCRETE

TYPICAL

8 PLATE

8 PLATE

8 PLATE

2-M16 BOLTS

TYPICAL

DL

HB

PURLIN

H

8 PLATE

2-M16 BOLTS

TYPICAL

DL

HB

H

8 PLATE

2-M16 BOLTS

TYPICAL

DL

RAFTER BEAM B7

C15015

STANDARD GP BRACKET

2-M12 BOLTS EACH

CONNECTION

PURLIN

SLAB

12 CAP PALTE

4 M20 BOLTS

12 CAP PALTE

4 M20 BOLTS

2 M12 BOLTS2 M12 BOLTS

TYPICAL OPERABLE WALL - SLAB FIXING DETAIL TYPICAL OPERABLE WALL - PERPENDICULAR PURLIN FIXING DETAIL TYPICAL OPERABLE WALL - PARALLEL PURLIN FIXING DETAIL

800

MA

X.

TO ACCOMMODATE

DIFFERENCE IN

CEILING LEVEL



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


ELEVATIONS SHEET 2

S.W. T.M.

P.R. R.K.

18380-S9.03

JULY 2018






6

FOR CONSTRUCTION

SECTIONSCALE 1:100

3S9.00

SECTIONSCALE 1:100

4S9.00

SECTIONSCALE 1:100

5S9.00

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

LEVEL 4

ABCD

ROOF

4S9.03

1S9.02

R1R1

SC

2

SC

2

SC

2

SC

2

B6B6

B5

B5

B5

B5

DLDL

H H H H H H

B1

B7

B1

LEVEL 4

ABCDEF

ROOF

2S9.02

1S9.02

RA2

RA1

RA2 BEHIND

R1

SC

2

C2

C4

B4

900RA2

RA1

300

LEVEL 4

6 7

ROOF

SC

1

SC

1

SC

2

C4

B2

R2

SC1

B4

B1

AS9.07

B5

LEVEL 2

LEVEL 3

8 9 10

R5B3B3

R5

R5 BEHIN

D

SC

1

SC

1

PF1 PF1

C5

BS9.07

LEVEL 4

B C D

RA2

ST1

B4

SC

3

R1

LEVEL 4

BC

ROOF

R3

B4

G

L.V.



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 100

ANBRS ARCHITECTURE


ELEVATIONS SHEET 3

Author T.M.

P.R. R.K.

18380-S9.04

01/17/19



7


9


8

FOR CONSTRUCTIONSECTIONSCALE 1:100

12S9.01


11


10

tmeng

Stamp

tmeng

Stamp

tmeng

Text Box

tmeng

10 CLEAT PLATE

2-M20 BOLTS EACH

CONNECTION

1-M20 BOLT

TYPICAL BRACING INTERSECTION DETAIL

PURLIN

50 x 5 EA (FB)

1-M12 BOLT EACH END

8 CLEAT PLATE

BOTH SIDES

TYPICAL FLYBRACE DETAILNOTED FB ON PLAN

PURLIN CLEAT

2-M12 BOLTS

HEIGHT 'A'mm CLEAT SIZE

PURLIN

RAFTER

TYPICAL PURLIN CLEAT DETAIL

CLEAT SCHEDULE

0 - 250

250 - 350

350 - 450

450 +

12 PLATE

75 x 6 EA

10 PLATE

8 PLATE

' A'

6

'ST' TYPE MEMBER

CLEAT

PROVIDE ø22 HOLES AS

REQUIRED TO SUIT M20

BOLTS

10 PLATE STIFFENER

6

'ST' TYPE MEMBER

CLEAT

PROVIDE ø22 HOLES AS

REQUIRED TO SUIT M20

BOLTS

ANGLE CLEAT SCHEDULEMEMBER SIZE CLEAT SIZE CLEAT LENGTH

ø88.9 CHS

ø101.6 CHS

ø114.3 CHS

ø139.7 CHS

ø165.1 CHS

ø168.3 CHS

ø219.1 CHS

100 x 75 x 6 UA

125 x 75 x 6 UA

125 x 75 x 6 UA

150 x 90 x 10 UA

200 x 90 x 13 UA

(EX 200 x 13 EA)

200 x 90 x 13 UA

(EX 200 x 13 EA)

230 x 100 x 12 P CLEAT

c/w STIFFENER PLATE

(refer detail above)

140

140

140

160

180

180

230

* WHERE 3 BOLTS ARE SPECIFIED CLEATS SHALL BE PROVIDE

minimum 210 LONG

FLANGES (typical)

WEB (typical)8

a-

25 END PLATE (typ)

8-M20 8.8/TB BOLTS

RAFTER SAME SIZES

= =

140

5070

5070

b-

500

10 PLATE GUSSET ON

CENTERLINE OF BEAM

25 END PLATE (typ)

10-M20 8.8/TB BOLTS

RAFTER VARYING SIZESECTION a-

TYPICAL RAFTER SPLICE DETAILSREFER MARKING PLAN FOR LOCATIONS AND MEMBER SIZES

8

8WEB (typical)

FLANGES (typical)

SECTION b-

= =

140

7050

5050

70

8

10 PLATE GUSSET ON

CENTERLINE OF BEAM

10 PLATE GUSSET ON

CENTERLINE OF BEAM

WEB SIDE PLATE CONNECTION SCHEDULE

TYPICAL WEB SIDE PLATE CONNECTION DETAILS 180 PFC / 180 UB AND ABOVETYPICAL WEB SIDE PLATE CONNECTION DETAILS

150 PFC / 150 UB AND BELOW

MEMBER SIZE BOLTS (No. - SIZE, GRADE) CLEAT PLATE THICKNESS (mm)

6 CFW BOTH SIDES

UNCOPED DOUBLE WEB COPEDSINGLE WEB COPED

REFER SCHEDULE FOR CLEAT PLATE THICKNESSAND BOLT SIZE AND NUMBER.

MEMBER SIZE REFERSCHEDULEOF CLEAT

6 CFW BOTH SIDES



6 CFW BOTH SIDES



DOUBLE WEB COPED

SINGLE WEB COPED

UNCOPED

6 CFW BOTH SIDESOF CLEAT

2-M20 8.8/S BOLTS10mm THICK CLEAT PLATE

MEMBER SIZE150 PFC / 150 UB AND UNDER







360 UB

310 UB & 310 UC

250 UB & 250 UC

200 UB & 200UC

3-M20 8.8/S

3-M20 8.8/S

2-M20 8.8/S

2-M20 8.8/S

CHANNELS

380 PFC

UNIVERSAL BEAMS / COLUMNS

300 PFC

180 PFC, 200 PFC, 230 PFC

250 PFC

4-M20 8.8/S

3-M20 8.8/S

2-M20 8.8/S

2-M20 8.8/S 10

10

10

10

10

10

10

10

410 UB 4-M20 8.8/S 10

460 UB 5-M20 8.8/S 10

530 UB 6-M20 8.8/S 10

610 UB 7-M20 8.8/S 10

WELDED BEAMS

700 WB 8-M20 8.8/S 10

800 WB 9-M20 8.8/S 10

180 UB 2-M20 8.8/S 10



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


STEEL DETAILS SHEET 1

IS T.M.

P.R. R.K.

18380-S9.05

08/04/17



FOR CONSTRUCTION

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20 GROUT LEVALLINGBED (typical)

2-off M20 HILTI HIT HY200170 minimum EMBEDMENT

(typical)

SECTION - FOOTING / SLAB SECTION - FOOTING / SLAB

20 GROUT LEVELLING BED

(typical)2-off M20 HILTI HIT HY200170 minimum EMBEDMENT

(typical)

20 GROUT LEVELLING BED

(typical)

RC SLAB AND RECESSAS DETAILED


(typical)

SECTION - SLAB (RECESSED)

RC SLAB AND RECESSAS DETAILED 20 GROUT

LEVELLING BED


(typical)


16 BASEPLATE 2-off Ø26 HOLES

TO SUIT M20 BOLTS90 ==

90

= =

PLAN

TYPICAL COLUMN BASEPLATE (89 SHS)

TYPICAL COLUMN BASEPLATE (89 SHS)

16 BASEPLATE2-off Ø26 HOLES

TO SUIT M20 BOLTS

PLAN

250

= 180 =

90 ==

75 75

20 GROUTLEVELLING BED


(typical)

SECTION - FOOTING / SLAB SECTION - FOOTING / SLAB

20 GROUTLEVELLING BED


(typical)

75RC SLAB AND RECESSAS DETAILED


(typical)

20 GROUT LEVELLINGBED (typical)


20 GROUT LEVELLINGBED (typical)

75RC SLAB RECESSAS DETAILED


(typical)



TO SUIT M20 BOLTS

PLAN

115 =

=115

= =

TYPICAL COLUMN BASEPLATE(125 SHS)

TYPICAL COLUMN BASEPLATE(125 SHS)

PLAN

270

= 200 =

115

==


TO SUIT M20 BOLTS

STEEL COLUMN ASSCHEDULED (typical)

TYPICAL COLUMN TO RAFTER CONNECTION

20 CAP PLATE4-M20 BOLTS

STEEL COLUMN ASSCHEDULED (typical)

10 T-PLATE2-M20 BOLTS FOR 250 UB

3-M20 BOLTS FOR 310 UB

RAFTER OR BEAM ASSCHEDULED (typical)


10 END PLATE4-M20 CHEMICAL ANCHORS

20 GROUT


TYPICAL RAFTER TO REDIWALL CONNECTION

10 STIFFENERTYPICAL

B5

10 PLATE2M16 CHEMICAL ANCHOR

20 GROUT1M20

B5

SC

4

X-

SECTION X-

6 PLATE

6 PLATE

SC42-M12 MASONRY ANCHORSTO CONCRETE SLAB

2-off 150 x 90 x 10 UA2-M20 BOLTS

40 SLOTTED HOLES

a-

B5 B5

SC2


Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 10

ANBRS ARCHITECTURE



Author T.M.

P.R. R.K.

18380-S9.06

10/23/18



DETAILSCALE 1 : 10 S9.02

1


2


3

FOR CONSTRUCTION


Y

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Stamp

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Text Box

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SECTION a

120

= =

140

120

FLANGES (typical)

WEB (typical)6

10 PLATE GUSSET ON

CENTERLINE OF BEAM

25 END PLATE (typ)

8-M20 8.8/TB BOLTS

TYPICAL APEX DETAIL

6

50

a

STRUT

RA

FT

ER

BRACE

BRACE

PLATES AND BOLTS

AS DETAILED

RAFTER OR BEAM

TYPICAL BRACING STRUT CONNECTION DETAILS

16 BASE PLATE

4N20 BOLTS

TYPICAL

SC

1

SC

1

R2

B2

10 SITFFERNER

100

6 CAP PLATE

10 'T' PLATE

2M20 BOLTS

SC

1

R5 B3

B3

50

WALL AS DETAILED

PURLIN AS DETAILED

RA1

PURLIN CONNECTION

AS DETAILED

M16-900 CHEMICAL

ANCHORS



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

1 : 10

ANBRS ARCHITECTURE



Author Designer

Checker Approver

18380-S9.07

01/24/19


FOR CONSTRUCTION


A DETAILSCALE 1 : 10 S9.04

B SECTIONSCALE 1 : 10 S9.01

C

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Text Box

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CJ

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

AB

F1

F2

F3

F4

F5

F6

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

AB

F2

F3

F4

F5

F6

F7

LEVEL 1

LEVEL 2

LEVEL 3

LEVEL 4

AB

ROOF

F1

F2

F3

F4

F5

F6

F7

F8

LEVEL 2

LEVEL 3

LEVEL 4

CD

WALL W11

REFER WALL ELEVATIONS

ON SHEET S3.01

F1

F2

F3

F4

F5

F6

30'X' BARS

'V' BARS

'V' BARS

't'

REID BOX OR APPROVED

EQUIVALENT.

N16 'U' BARS AT 200

600 LEGS

RC WALL LANDING

30

'X' BARS

REFER TYPICAL

SUPPORT DETAILS

't'

SUPPORT

'V' BARS

'X' BARS

450

450

'V' BARS

'X' BARS

0.3 'L'

't'

'X' BARS

'V' BARS

150

450SUPPORT'X' BARS

'V' BARS

'X' BARS

REFER TYPICAL

SUPPORT DETAILS

't''V' BARS

'X' BARS

450

750

TYPICAL SECTION THROUGH STAIR FLIGHTFOR REINFORCEMENT DESIGNATIONS i.e. 'X' or 'V' BARS

REFER STAIR SCHEDULES (TYPICAL)

'L'

0.3 'L'

'X' BARS

'V' BARS

450 'X' BARS

't'

'X' BARS

450

'V' BARS

'V' BARS

'X' BARS

'V' BARS

'X' BARS

700

450

'V' BARS

'X' BARS

TYPICAL SECTION THROUGH MID-LANDINGFOR REINFORCEMENT DESIGNATIONS i.e. 'X' or 'V' BARS

REFER STAIR SCHEDULES (TYPICAL)

SUPPORT

'V' BARS

'X' BARS

450

't'

'X' BARS

SLIP JOINT

PROVIDE 2 LAYERS

OF ALCOR (TYPICAL)

450

'V' BARS

'V' BARS

'X' BARS

'X' BARS

TYPICAL STAIR SUPPORT DETAILS

BLOCKWORK WALL

SUPPORT

450

450

SLAB REINFORCEMENT SHOWN THUS

(REFER SLAB REINF'T PLAN FOR DETAIL)

FOR BEAM REINFORCEMENT

REFER SLAB REINFORCEMENT

PLAN OR BEAM ELEVATION

'X' BARS

'V' BARS

'X' BARS

R.C. BEAM

450

30'V' BARS

'X' BARS

450

'V' BARS

'V' BARS

'X' BARS

'X' BARS

'X' BARS

't'

REID BOX OR APPROVED

EQUIVALENT.

N16 'U' BARS AT 200

600 LEGS

SUPPORT

RC WALL

STAIR ST1 SCHEDULE

FLIGHT No. X BARSTHROAT

THICKNESSV BARS

F1

F2

210

210

N16-200

N16-200

N12-300

N12-300

F3 210 N16-200 N12-300

F4

F5

210

210

N16-200

N16-200

N12-300

N12-300

F6 210 N16-200 N12-300

STAIR ST1 SCHEDULE


THICKNESSV BARS

F1

F2

210

210

N16-200

N16-200

N12-300

N12-300

F3 210 N16-200 N12-300

F4

F5

210

210

N16-200

N16-200

N12-300

N12-300

F6 210 N16-200 N12-300

STAIR ST1 SCHEDULE


THICKNESSV BARS

F1

F2

210

210

N16-200

N16-200

N12-300

N12-300

F3 210 N16-200 N12-300

F4

F5

210

210

N16-200

N16-200

N12-300

N12-300

F6 210 N16-200 N12-300

STAIR ST1 SCHEDULE


THICKNESSV BARS

F1

F2

210

210

N16-200

N16-200

N12-300

N12-300

F3 210 N16-200 N12-300

F4

F5

210

210

N16-200

N16-200

N12-300

N12-300

F6 210 N16-200 N12-300

STAIR SCHEDULE

STAIR No. X BARSTHROAT

THICKNESSV BARS

ST1-ST4

ST5 210 N16-200 N12-300

ST6 210 N16-200 N12-300

ST7 210 N16-200 N12-300

AS SHOWN



Client

Architect

Project

Title

Drawn

Checked

Designed

Approved

Date

Scale



Chatswood NSW 2067

Telephone

+61 2 9417 8400

Facsimile

+61 2 9417 8337

Email

[email protected]



A1

As indicated

ANBRS ARCHITECTURE


STAIR DETAILS

Author T.M.

P.R. R.K.

18380-S10.00

10/24/18



SCALE 1 : 100

STARI SECTION ST1

SCALE 1 : 100

STARI SECTION ST3

SCALE 1 : 100

STARI SECTION ST2

SCALE 1 : 100

STARI SECTION ST4

NOTE:UNO ALL LANDINGS TO BE:

210 THICK

V BARS = N16-200

X BARS = N12-300

FOR CONSTRUCTION

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Stamp

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Text Box

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Stamp

a1 waitara public school redevelopment 68 … · s9.02 elevations sheet 1 s9.03 elevations sheet 2...

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