Structural Contract - Alita Constructions

EXTERNAL GROUND SLAB

THE BUILDER IS RESPONSIBLE FOR NOTIFYING THEENGINEER TO INSPECT ALL THE STRUCTURAL COMPONENTS(PRIOR TO CONCEALMENT) IN ORDER FOR THE ENGINEER TOISSUE A CERTIFICATE OF COMPLIANCE FOLLOWING THECOMPLETION OF THE PROJECT. THE BUILDER IS TO LIAISEWITH THE PRINCIPAL REGARDING THE PAYMENT OF THESEINSPECTIONS. A CERTIFICATE WILL NOT BE ISSUED IF ANY OFTHE STRUCTURAL COMPONENTS HAVE NOT BEEN INSPECTEDBY THIS OFFICE.

ONLY DRAWINGS MARKED "ISSUED FOR CONSTRUCTION" ARETO BE USED DURING CONSTRUCTION PHASE

5.0 FORMWORK5.1 FORMWORK SHALL COMPLY WITH AS 3610 & DESIGNED BY FORMWORK ENGINEER.5.2 BUILD FORMWORK FROM ARCHITECTURAL DRAWINGS, CHECK FOR BUILT-IN FIXINGS,

FLASHINGS, TIES, PLUMBING & ELECTRICAL FITTINGS, DUCTS, VOIDS, SETDOWNS ETC.5.3 MINIMUM STRIPPING TIMES:

WALLS & COLUMNS........................................................3 DAYS UNO.BEAMS, SLABS & STAIRS..............................................10 DAYS UNO.

5.4 BACK PROP SLABS & BEAMS FOR 28 DAYS MINIMUM.IF BRICKWORK IS TO BE BUILT ON SLAB, ALLOW CONCRETE TO REACH STRENGTH GRADE. PULL OUTALL PROPS & LOAD ALL BRICKS ON SLAB TO ALLOW DEFLECTION TO OCCUR BEFORE BRICKWORKCOMMENCED. NO BRICKWORK TO BE BUILT ON PROPPED SLABS.

4.0 REINFORCEMENT4.1 ALL REINFORCEMENT TO COMPLY WITH AS/NZS 4671.4.2 REINFORCEMENT NOTATION:

DEFORMED BARS: N (D500N), PLAIN ROUND BARS: R (250R)DEFORMED BARS: S (250S), HARD DRAWN WIRE BARS: W (450W)WELDED WIRE MESH: L (D500L).

4.3 MINIMUM LAPS-FABRIC: ONE FULL SQUARE + 25mm, BARS: 40 x BAR DIAMETER (UNO)4.4 SUPPORT ALL REINFORCEMENT ADEQUATELY & ACCURATELY ON APPROVED CHAIRS CONFORMING

WITH AS/NZS 2425: 2015. USE ONLY PLASTIC CHAIRS IN SEVERE MARINE EXTERNAL SLABS.4.5 STEEL MARKED:

UT - UPPER TOP BARS UB - UPPER BOTTOM BARSLT - LOWER TOP BARS LB - LOWER BOTTOM BARS

4.6 CLEAR COVER TO REINFORCEMENT TO BE:FOOTINGS............................................................................50mmSLAB ON GROUND..............................................................25mm (TOP) (40mm EXTERNAL)SUSPENDED SLABS............................................................25mm (35mm EXTERNAL)BEAMS..................................................................................30mm (35mm EXTERNAL)

4.7 PROVIDE 2-N16 BARS x 2000 LONG, TIED UNDER TOP REINFORCEMENT AT ALL RE-ENTRANT CORNERS.

3.3 NOTIFY THE ENGINEER AT LEAST 24 HOURS BEFORE PLACING CONCRETE.3.4 ALL SLABS ON GROUND ARE TO BE UNDERLAIN WITH A 0.2mm THICK POLYETHYLENE MEMBRANE.3.5 COMPACT CONCRETE BY USING APPROVED IMMERSION VIBRATORS.3.6 BEAMS & SLABS TO BE POURED MONOLITHICALLY.3.7 LOCATE CONDUITS UNDER TOP STEEL & OVER BOTTOM STEEL. MAINTAIN 20mm COVER BETWEEN

CONDUIT & STEEL. BUNDLE CONDUITS IN 2 OR 3 WITH 50mm GAPS BETWEEN OTHER BUNDLES.3.8 ALL LOAD BEARING BRICKWORK & BLOCKWORK TO BE BUILT HARD UP TO UNDERSIDE OF

SLAB BEFORE CONCRETE POURED. USE TWO LAYERS OF PGI OR OTHER APPROVEDBETWEEN WALLS & SLAB (UNO).

3.9 PROVIDE 1 LAYER OF PGI (OR SIMILAR APPROVED) BOND BREAKER BELOW ALL UPPER LEVELWALLS ON SUSPENDED SLAB.

3.10 CURE ALL CONCRETE BY KEEPING MOIST FOR 7 DAYS MIN.3.11 LIQUID MEMBRANE - FORMING CURING COMPOUNDS TO CONFORM TO AS3799.3.12 USE ONLY ORDINARY PORTLAND CEMENT TYPE A TO CONCRETE.3.13 WHERE BRITTLE FLOOR FINISHES (E.G TILES) ARE TO BE USED, THE BUILDER IS REFERRED TO

CL. 5.3.7 OF AS2870 FOR EXTRA MEASURES TO BE TAKEN TO REDUCE THE EFFECT OF SLABSHRINKAGE CRACKING.

3.14 GENERALLY, ALL PENETRATIONS & SETDOWNS REQUIRED IN CONCRETE ARE SHOWN ON THE STRUCTURAL DRAWINGS. THE BUILDER IS TO SEEK THE APPROVAL OF THE ENGINEER IF ANY ADDITIONAL PENETRATIONS OR SETDOWNS ARE REQUIRED. CONFIRM LOCATIONS & EXTENT WITHARCHITECTURAL DRAWINGS.

3.15 THIS OFFICE IS TO BE NOTIFIED OF ANY SLABS WHICH ARE TO HAVE POLISHED OR EXPOSED SURFACES: THE CONCRETE STRENGTH MAY NEED TO BE INCREASED & ADDITIONAL REINFORCEMENT & CONTROL JOINTS MAY BE REQUIRED TO REDUCE THE PROBABILITY OF CRACKING.

3.0 CONCRETE3.1 ALL CONCRETE TO COMPLY WITH AS 3600 & SHALL BE PRE-MIXED FROM AN APPROVED

SUPPLIER.3.2 CONCRETE QUALITY:

LOCATION STRENGTH GRADE MAX. AGG. SIZE (mm) SLUMP (mm)FOOTINGSINTERNAL GROUND SLAB

INTERNAL SUSPENDED SLAB

N20

N40N32

20 80N20 20 80

20 8020 80

2.0 FOOTINGS2.1 FOOTINGS & SLABS ON GROUND TO COMPLY WITH AS 2870.2.2 FOOTINGS AT LOWEST LEVEL MUST BE FIRST FOOTINGS POURED.2.3 NO FOOTING TO BE POURED ABOVE 45° SURCHARGE LINE FROM A LOWER FOOTING.2.4 FOOTING & GROUND SLAB DESIGNED FOR A CLASS A STABLE SITE AS PER AS2870 UNO.

BUILDER IS TO CONFIRM & TO NOTIFY ENGINEER IF SOIL CONDITION IS OTHERWISE.2.5 LOC ATE FOOTINGS CENTRALLY UNDER WALLS & COLUMN S UNLESS OTHERWISE SHO WN .2.6 A N Y T R EE S S TU M P S, O LD E X C AV A TIO N S , R U B BI SH , F I LL E T C. TO BE C L EA R ED O U T &

R EPLA CED WITH C LEAN , CO M PAC TED FILL OR CO NC RETE AS R EQ UIR ED B Y EN GIN EER .2.7 ALL SOIL BELOW FO OTINGS & SLABS O N GRO UND SHALL BE COMPACTED FOR A MINIM UM

D EPTH OF 750m m IN VIRGIN SO IL & FOR THE FULL DEPTH OF ALL F ILLING SAND TO G IVEPENETRATION RESISTANCE OF 8 BLOWS M INIMUM PER 300mm USING A STANDARD PERTHSAND PENETROMETER (COMPLYING WITH AS 1289.F3.3). COMPACTION TESTING IS TO BE UNDERTAKEN AT THE BASE OF ALL FOOTINGS.

2.8 OBTAIN APPROVAL OF ALL EXCAVATIONS PRIOR TO CONCRETING.2.9 FOOTINGS ARE NOT TO ENCROACH ONTO ADJOINING LOTS.

NOTES1.0 GENERAL1.1 'ACCE' IN THESE DRAWINGS REFERS TO 'ANDREOTTA CARDENOSA CONSULTING ENGINEERS'.1.2 THESE NOTES TO BE READ IN CONJUNCTION WITH SPECIFIC NOTES ON RELEVANT DRAWINGS.

ALL NOTES MANDATORY.1.3 ALL DIMENSIONS ARE IN MILLIMETRES (UNO) & TO BE CHECKED ON SITE.1.4 THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH ARCHITECTURAL & OTHER CONSULTANT

SERVICES DRAWINGS. ANY ALTERATIONS OR REVISIONS TO THE ARCHITECTURAL OR OTHER CONSULTANTS DRAWINGS (INCLUDING DURING THE DOCUMENTATION PERIOD), WHICH AFFECT THE STRUCTURE ARE TO BE SPECIFICALLY BROUGHT TO THE ATTENTION OF THIS OFFICE.

1.5 DO NOT SCALE FROM DRAWINGS.1.6 USE LATEST CODES OR AMENDMENTS.1.7 SITE VISITS NOT INCLUDED IN DOCUMENTATION FEE UNLESS SPECIFIED IN WRITING.1.8 IF GROUND SLAB IS TO BE USED AS PART OF TERMITE BARRIER SYSTEM, BUILDER MUST

INSPECT SLAB AT 28 DAYS AFTER POUR TO ENSURE NO CRACKS WIDER THAN 0.5mm HAVEOCCURRED. ANY CRACKS EXCEEDING 0.5mm IN WIDTH ARE TO BE REPAIRED USINGTERMITE-PROOF EPOXY GROUT. TERMITE BARRIER TO BE IN ACCORDANCE WITH AS 3660.1.

1.9 THIS DOCUMENTED DESIGN IS FOR THE PERMANENT CONDITION FOR THE DESIGN CRITERIA STATEDONLY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY SUPPORT THAT ISREQUIRED DURING CONSTRUCTION FOR THIS STRUCTURE & ANY ADJACENT STRUCTURES SO THATTHEY ARE IN A SAFE & STABLE CONDITION AT ALL TIMES. THE CONTRACTOR IS TO PROVIDE A SAFEWORK METHOD STATEMENT OUTLINING THE CONSTRUCTION SEQUENCE & METHODOLOGY. AQUALIFIED ERECTION ENGINEER IS TO BE ENGAGED TO REVIEW & APPROVE THIS STATEMENT &PROVIDE DESIGN OF TEMPORARY WORKS (SUCH AS PROPPING & TEMPORARY BRACING).

1.10 MAKE DUE ALLOWANCE IN FINISHES FOR DIFFERENTIAL MOVEMENT AT JOINTS OR WHEREDIFFERING MATERIALS OF CONSTRUCTION ARE IN CONTACT.

1.11 BUILDER TO ENSURE ALL MATERIALS & METHODS REQUIRED COMPLY WITH THE STRUCTURALELEMENTS AS SPECIFIED IN THESE DRAWINGS & ARE ACHIEVABLE USING INDUSTRY STANDARDMETHODS. NOTIFY THIS OFFICE REGARDING ANY CONCERNS PRIOR TO COMMENCEMENT OF WORKSOTHERWISE THE STRUCTURAL DESIGN WILL BE DEEMED TO BE TOTALLY ACCEPTED BY YOU AS THEBUILDER.

1.12 BUILDER IS TO NOTIFY ENGINEER OF ANY SERVICES WITHIN THE PROPERTY(OR IN THE VICINITY) WHICH MAY BE INFLUENCED BY THE STRUCTURE (EG. PIPES ETC)

1.13 THE ARCHITECT/DESIGNER IS RESPONSIBLE TO NOTIFY THE ENGINEER OF THE SPECIFIC FIRERESISTANCE LEVELS (FRL) FOR THE STRUCTURAL ELEMENTS.

1.14 ALL ANCHORS (INCLUDING COLUMN BASE PLATE FIXINGS) TO COMPLY WITH STANDARDS AUSTRALIATECHNICAL SPECIFICATION SA TS 101:2015 'DESIGN OF POST-INSTALLED & CAST-IN FASTENINGS FORUSE IN CONCRETE'.

BUILDER IS TO NOTIFY THIS OFFICE OF ANY DISCREPANCIESBETWEEN THESE DRAWINGS & THE ARCHITECTURALDRAWINGS OR OF ANYTHING WHICH IS NOT CLEAR. SO IF INDOUBT ASK PRIOR TO FINAL PRICING OR CONSTRUCTION.

6.0 MASONRY6.1 MASONRY SHALL COMPLY WITH AS 37006.2 MASONRY UNITS SHALL HAVE A MINIMUM CHARACTERISTIC UNCONFINED COMPRESSIVE

STRENGTH ( f' uc) OF 12 MPa (UNO) WITH A MORTAR CLASSIFICATION OF M3 MIN.ie - C1 : L1 : S6 MIX (PROPORTIONS BY VOLUME) (UNO): SEE NOTE 6.12.

6.3 LOADBEARING MASONRY SHALL HAVE ALL BED JOINTS & PERPENDS FULLY BEDDED.6.4 REINFORCE ALL MASONRY WALLS ON SLAB (WHERE NO WALLS UNDER) WITH 2-R6 GALV. RODS

PER LEAF, 1c (86mm) UP FROM SLAB & OVER OPENINGS, EXTENDING 500mm BEYOND OPENINGS.6.5 WHERE MASONRY ABUTS STEEL OR CONCRETE STRUCTURES THEY SHALL BE FIXED WITH

APPROVED BRICK TIES EVERY:4TH COURSE......................................STANDARD & MODULAR BRICKS UP TO 100mm HIGH2ND COURSE......................................MASONRY UNIT BETWEEN 100mm & 200mm HIGH.

6.6 CUTTING & CHASING OF LOAD BEARING MASONRY IS NOT PERMITTED WITHOUT PRIORAPPROVAL FROM THIS OFFICE.

6.7 ALL BUILT-IN MASONRY CONSTRUCTION TO CONFORM WITH AS/NZS 2699 PARTS 1, 2 & 3.6.8 ALL BRICK COURSE HEIGHTS SPECIFIED ARE FOR 76mm HIGH BRICKS (UNO).6.9 ALL CORED MASONRY ANCHORS ARE TO BE HILTI HIT HY70, (OR SIMILAR CERTIFIED).6.10 CONCRETE BLOCKS ARE TO BE FILLED WITH S20 HOLCIM BLOCK MIX WHERE FILLING IS NOTED.6.11 FOR BRICK WALLS GREATER THAN 15m IN LENGTH VERTICAL EXPANSION JOINTS MUST BE PROVIDED.6.12 SEVERE MARINE ENVIRONMENT DEFINITION:

AREAS UP TO 100m FROM A NON-SURF COAST, INCLUDING THE SWAN RIVER WEST OF THENARROWS BRIDGE & UP TO 1km FROM A SURF COAST. USE M4 (C1 : L0.5 : S4.5) MORTAR TO EXTERNAL WALLS INCLUDING CAVITY WALLS. REFER TO SEVERE MARINE STEEL TREATMENT NOTE(IF APPLICABLE)

ALL 190 BRICKWORK IS TO BE FULLY BONDED

E N G I N E E R SAUSTRALIA

MEMBERChartered Professional Engineer26-10-2018A ISSUED FOR TENDER

REVISION DATE DESCRIPTION

180644

DJH

VJ

MARCH 2018

LOT 26, #81 HASTINGS ST.SCARBOROUGH

PROPOSED NEWRESIDENCE FORJOHNSON & BRADSHAW

CAPA

L O C A T I O N

P R O J E C T

A R C H I T E C T S

S C A L E @ A 1

D A T E

E N G .

D R A W N

S H E E T

J O B N o .

T I T L E

A N D R E O T T AC A R D E N O S AC O N S U L T I N GE N G I N E E R SSuite 42, 11 Preston Street,

C o m o , W . A . 6 1 5 2

Telephone: (08) 9367 6811

Facsimile: (08) 9367 6456

Email: [email protected]

w w w . a c c e . n e t . a u

S t r u c t u r a lR e g i s t e r e d o n t h e N E R i n t h e C a t e g o r y o f

Na tion al En gine ers Aust ra li a Eng in eer ing Re gister

Sign atur e. . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . .

Date. . . .. . . . .. . . .. . . . .. . . . .. . . . .. . . .. . . . .. . . . .. . . .. . . . .. . . . ..15 / 07 / 2019

MIEAust CP Eng. NER (Struc tur al )

M r A l b e r t A n d r e o t t aC h a r t e r e d P r o f e s s i o n a l E n g i n e e r

30-01-2019B RE-ISSUED FOR TENDER

15-02-20190 ISSUED FOR BUILDING PERMIT & CONSTRUCTION

04-04-20191

09-04-20192

29-05-20193

15-07-20194

S1 of 6

1:100, 1:20

FOOTING & GROUND SLABPLAN

INDICATES 25mm SET DOWN IN WET AREA.MAINTAIN 100 THICK SLAB. CONFIRM EXTENTWITH ARCHITECTURAL DRAWING

PF1 - 1000 x 1000 x 300 DEEP. N12-200 EACH WAY BOTTOM (50 COVER)




PAD FOOTINGS

C1 - 140 O.D. x 5.4 CHS: REFER TO DETAIL ON SHEET S2

C2 - 102 O.D. x 5 CHS: REFER TO DETAIL ON SHEET S2

C3 - 100 x 4 SHS: REFER TO DETAIL ON SHEET S2

RC3 - 75 x 6 SHS COLUMN IN WALL CAVITY - FIX TO MASONRY AS NOTES 6.5 & 7.12 - FIX TO STRIP FOOTING VIA EX 10 PLATE & 4-M12 CHEMICAL ANCHORS - FIX TOP AS SHEET S6

COLUMNS

LEGEND

FOOTING & GROUND SLAB PLANFOOTING & GROUND SLAB NOTES

100 THICK SLAB, SL72 MESH TOP, 25 COVER - HOUSE100 THICK SLAB, SL72 MESH TOP, 35 COVER - GARAGE & EXTERNAL

• PROVIDE 2-N16 BARS x 2000 LONG, TIED UNDER MESHREINFORCEMENT AT ALL RE-ENTRANT CORNERS (TYPICAL)

• PLACE MESH ON APPROVED SUPPORT CHAIRS PRIOR TOCONCRETE PLACEMENT & MAINTAIN IN PLACE DURING POUR.

• BUILDER TO CONFIRM ALL LEVELS ON SITE PRIOR TOCOMMENCEMENT OF WORKS.

• ALL LEVELS NOTED ON PLAN ARE TO BE CONFIRMED WITHLATEST ARCHITECTURAL DRAWING.

• ANY INTERNAL POLISHED CONCRETE AREAS (IF APPLICABLE)TO BE 100 THICK SLAB, N32 CONCRETE WITH SL92 MESH TOP(25 COVER) IN ADDITION TO THE SUPPLIER/MANUFACTURER'SSPECIFICATION INCLUDING POURING PROCEDURE ANDCONTROL JOINT REQUIREMENTS.

• ANY EXTERNAL WASHED AGGREGATE CONCRETE AREAS (IFAPPLICABLE) TO BE STRICTLY LAID IN ACCORDANCE WITH THESUPPLIER/MANUFACTURER'S SPECIFICATION INCLUDINGCONTROL JOINT REQUIREMENTS.

• THE BUILDER IS TO ENSURE THAT NO EXISTING STRUCTURESOR FENCES ARE UNDERMINED OR SURCHARGED. NOTIFYENGINEER IF IN DOUBT.

N

1. ALL TIMBER WORKS TO BE CARRIED OUT IN ACCORDANCE WITH THE RESIDENTIAL TIMBER-FRAMEDCONSTRUCTION CODE AS 1684 & THE TIMBER STRUCTURES CODE AS1720.1. REFER TO SECTION 9OF AS1684.2 FOR ALL TIMBER FIXING & ANCHORAGE DETAILS (UNO).

2. TIMBER FRAMING CONNECTOR MEANS A MANUFACTURED CONNECTOR SYSTEM FOR TIMBERJOINTS FORMED FROM 1.2mm MIN THICKNESS GALVANISED STEEL & PUNCHED TO TAKE AT LEAST3-2.8mm DIAMETER x 30mm LG NAILS TO EACH FIXING PLATE OF THE CONNECTOR. EG. TRIP-L-GRIP.

3. PROVIDE BLOCKING & TRIMMING JOISTS AS REQUIRED IN ACCORDANCE WITH AS1684.4. ALL EXTERNAL TIMBERS ARE TO BE TREATED FOR DURABILITY IN ACCORDANCE WITH AS1684.2

(APPENDIX C)

TIMBER DECKING NOTES

DESIGN CRITERIA

WIND ACTIONS - AS/NZS 1170.2:2011• REGION• TERRAIN CATEGORY• ULTIMATE REGIONAL WIND SPEED• SERVICEABILITY REGIONAL WIND SPEED• TOPOGRAPHIC MULTIPLIER• SHIELDING MULTIPLIER:

SUSPENDED FLOORS DESIGN LIVE LOADS - AS/NZS 1170.1:2002• BALCONY• STAIRS• GENERAL AREAS

BUILDING CODE OF AUSTRALIA (NCC2016)• IMPORTANCE LEVEL (TABLE 3.11.3a)

2.0 kPa2.0 kPa1.5 kPa

A11.545m/s37m/sMt = ?Ms = ?

2

FOR SEVERE MARINE ENVIRONMENTS AS PER SECTION 5 OF AS3700 & NOTE 6.12, STEELWORK INEXTERNAL MASONRY WALLS (INCLUDING CAVITY) IS TO BE TREATED AS PER AS3700 & AS2699(PARTS 1, 2 & 3). APPROVED TREATMENT OPTIONS:• FOR WALL TIES, TIE DOWN STRAPS & BUILT IN CONNECTORS/ACCESSORIES:

- GALVANISED, AS INDICATED ON DRAWINGS, ONLY IF EXTERNAL RENDER AND/OR PAINTSATISFIES CLAUSE 4.7.4 OF AS3700.

- OTHERWISE, STAINLESS STEEL• FOR CAVITY COLUMNS & HOLDING DOWN RODS:

- GALVANISED, AS INDICATED ON DRAWINGS, ONLY IF EXTERNAL RENDER AND/OR PAINTSATISFIES CLAUSE 4.7.4 OF AS3700.

- OTHERWISE, GALVANISED/INORGANIC ZINC SILICATE AND 2 PACK EPOXY.• FOR EXTERNAL LINTEL & SHELF ANGLES

- GALVANISED/INORGANIC ZINC SILICATE AND 2 PACK EPOXY.- STAINLESS STEEL.

SEVERE MARINE STEEL TREATMENT NOTE

LOWERFOOTING.

RETAININGWALL ASSHEET S2

WATERPROOFING

190 (x 600) BONDEDBRICK PIER

UPPER FOOTING(LOCATION VARIES)

100 (x 800) WIDEFOOTING PROJECTION.

• BUILD BRICK PIER UP FROM LOWER FOOTINGTO UNDERSIDE OF UPPER FOOTING.

• ALTERNATIVE STEP FOOTING AS DETAILED.

D E T A I L X --

UP

18.920

17.625

1600 DP

17.708

SF1

TIMBER DECKINGAS ARCHITECTURALDRAWING & AS1684(REFER TO NOTESBELOW)

SLAB STEP AS DETAILON SHEET S2 (TYP.)

B O U N D A R Y

RE-ENTRANTBARS (TYP.)

OFFSET FOOTINGALONG BOUNDARY(TYPICAL)

OFFSET FOOTINGALONG BOUNDARY(TYPICAL)

B O U N D A R Y

B O

U N

D A

R Y

B O

U N

D A

R Y

C2C2C2 C2

UP

UP

UP

SWIMMINGPOOL

SF1

RW4SF1

SF1

RW1

RW4

RW3 RW

3

SF1

SF1

SF3

SF1

SF1

RW3 RW3

RW3

AS3

S3B

18.311

17.625

19.10

18.50

35c

43c

17.36532c

36c

17.88038c 17.451

200

(TYP

)20

0

(TYP)

CONFIRM SLAB EDGELOCATION WITHARCHITECTURALDRAWING (TYP.)

CJ1SF2

RW2

SF1

PF4

(TYP

)20

0

UP

X--

X--

16.263

14.622

18.397

15.394

0c

9c

CONCRETE STAIR ON COMPACTEDFILL (100 WAIST, SL72 CENTRAL)

17.625

200

(TYP)200

(TYP

) PF2

PF3

PF3PF2

RW1

RW1

ST1

ST1

PF1CJ1

CJ1

PF1CJ1

PF1 RW3

200

(TYP

)20

0

(TYP)

RW3PF3

C3

THE BUILDER IS TO ENSURE THAT NO EXISTINGSTRUCTURES OR FENCES ARE UNDERMINED ORSURCHARGED. NOTIFY ENGINEER IF IN DOUBT.

C1

BALCONY/EXTERNAL SUSPD SLABS, COL N50 20 80

100

G.L.10

0

172

N12-600 CTS.

600

300

REFER TOSUSPENDEDSLAB PLAN FORREINFORCEMENT

450

450

MESH TOP

SEE

S4

SF1

RW1BUILD UP 190WIDEBRICKWORKTO U/SIDE OFSF1

100

D E T A I L Y --

RW3 SW1

CJ1

Y--

STAIR 2-SEE S5

STAIR 1-SEE S4

CC1 COL.-SEE S2

BUILDER TO ALLOW FOR MICROFINE CEMENT INJECTION OFSOIL TO AVOID UNDERMINING/SURCHARGING OF EXISTINGSTRUCTURES (CONFIRM ON SITE & OBTAIN ALL APPROPRIATEAPPROVALS). THE SPECIALIST CONTRACTOR IS TO PROVIDEAN ENGINEER CERTIFIED DESIGN TO THIS OFFICE PRIOR TOCOMMENCEMENT OF WORKS.

CJ1 - SLAB CONTROL JOINT: SEE SHEET S2

-SEE SHEET S2

THE BUILDER IS TO ENSURE THAT NO EXISTINGSTRUCTURES OR FENCES ARE UNDERMINED ORSURCHARGED. NOTIFY ENGINEER IF IN DOUBT.

PROVIDE 2-N16 DOWELS AS SECT. B ONSHEET S3 WHERE RW3 FOOTINGS ABUTPOOL (TYP.)

UP

600

40c

WIDEN FOOTING TO SIDEOF CONCRETE SEAT

SITE CLASSIFICATION AS2870-2011A• SITE CLASSIFICATION ASSUMED - BUILDER TO NOTIFY ANDREOTTA CARDENOSA

CONSULTING ENGINEERS IF OTHERWISE.

RC3

RC3

GEOTECHNICAL REPORT BY UTS SOILTEC• FOOTING & GROUND SLAB DETAILS ARE TO BE ADOPTED IN CONJUNCTION WITH THE

GEOTECHNICAL REPORT (REF NO. X454 S). ANY VARIATION TO THE REPORT FINDINGSENCOUNTERED DURING THE EARTHWORKS STAGE ARE TO BE REPORTED TO THE GEOTECHNICALENGINEER & ANDREOTTA CARDENOSA CONSULTING ENGINEERS.

A• SITE CLASSIFICATION

15.741

15.362

16.429

15.750

16.23714.842

14.872

15.542

CC1 - 943 x 350 CONCRETE COLUMN: SEE SHEET S2

B

B

STEPS ASARCH'L DWG

CJ1

CJ1

B600

300 DP FOOTING (L8TM BOTTOM)

B

NO CHANGES

NO CHANGES

NO CHANGES

RW3

7.0 STRUCTURAL STEELWORK7.1 ALL STEELWORK TO COMPLY WITH AS 4100.7.2 MATERIAL - (UNO) ALL THE MATERIAL TO BE:

- GRADE 250 HOT ROLLED PLATES & FLATS COMPLYING WITH AS 3678 OR AS- 300 PLUS HOT ROLLED TFB, ANGLES EA & UA COMPLYING WITH AS/NZS 3679.1- 300 PLUS UB, UC, PFC COMPLYING WITH AS/NZS 3679.1- 300 PLUS WB, WC COMPLYING WITH AS/NZS 3679.20- GRADE C250L0 & C350L0 CHS COMPLYING WITH AS/NZS 1163- GRADE C350L0 RHS & SHS COMPLYING WITH AS/NZS 1163

7.3 ALL WELDING TO COMPLY WITH AS/NZS 1554.7.4 ALL WELDS TO DEVELOP FULL STRENGTH OF MEMBERS JOINED UNO.7.5 FULLY SEAL ALL HOLLOW SECTIONS USING 5mm PLATES WHERE NECESSARY.7.6 PROVIDE ALL CLEATS, BRACKETS, HOLES, ETC. NOT SHOWN BUT NECESSARY TO COMPLETE

THE BUILDING.7.7 UNLESS OTHERWISE SHOWN, ALL BOLTED CONNECTIONS ARE TO DEVELOP FULL STRENGTH

OF MEMBERS JOINED.7.8 STEEL BEAMS TO BE FABRICATED WITH NATURAL CAMBER UP.7.9 UNLESS OTHERWISE NOTED, USE:

(a) 10mm THICK GUSSET FIN & END PLATES & 2-M16 8.8/S BOLTS. OR(b) 6mm GP CFW.

7.10 ALL BOLTED CONNECTIONS TO BE BOLTING CATEGORY 8.8/S (UNO) COMPLYING WITH AS/NZS 1252,AS/NZS 1214 & AS/NZS 1252 PARTS 1 & 2.

7.11 USE 1:2 CEMENT: SAND GROUT UNDER ALL SEATING & BASE PLATES, ENSURING THE SPACEUNDER THE PLATES IS COMPLETELY FILLED.

7.12 WHERE MASONRY WALLS ABUT OR ADJACENT TO STEEL COLUMNS: WELD A VERTICAL R10 RODTO COLUMN. LENGTH OF WELD TO BE 25mm EACH SIDE OF ROD EVERY 350mm. PROVIDE 5mmCLEARANCE BETWEEN ROD & COLUMN FACE. ALSO SEE NOTE 6.5.

7.13 ALL INTERNAL STEELWORK SHALL BE CLASS '2.5' ABRASIVE BLASTED WITH 1 COAT INORGANIC ZINC SILICATE WITH MINIMUM TOTAL DRY THICKNESS OF 75 MICRONS.

7.14 EXTERNAL STEELWORK TREATMENT (INCLUDING COLUMNS WITHIN BRICK WALL CAVITIES & CAST-INANGLES) TO CONFORM WITH AS/NZS 2312 PARTS 1 & 2.

7.15 TREAT SITE WELDS WITH 2 COATS OF 'JOTUN BARRIER' TWO-PACK EPOXY(DRY FILM THICKNESS OF 45 MICRONS EACH), OR SIMILAR CERTIFIED.

7.16 HOT-DIP GALVANIZED COAT ON FABRICATED FERROUS ARTICLES TO COMPLY WITH AS/NZS 46807.17 COLD FORMED SECTIONS TO CONFORM TO AS 4600-G 450 (450 MPa MIN. YIELD STRESS) &

AS/NZ 3679 PARTS 1 & 2.7.18 PROVIDE EXTRA PURLINS & GIRTS AS REQUIRED TO SUIT PENETRATIONS & GUTTERS.7.19 ALL STEELWORK IN CONTACT WITH THE GROUND IS TO BE COATED WITH 2 COATS OF

AMERLOCK 400 (BY PPG PROTECTIVE & MARINE COATINGS) (MIN DFT 250 MICRONS)OR SIMILAR CERTIFIED.

7.20 PURLINS/GIRTS/JOISTS - PURLINS, GIRTS & JOISTS ARE TO BE LYSAGHT, STRAMIT, OR OTHER SECTIONS APPROVED IN WRITING BY THE ENGINEER, COMPLYING WITH AS 4600 & A MINIMUM GALVANISED COATING OF Z350 (350G/SQM). CLEAT CONNECTIONS ARE TO BE IN ACCORDANCE WITH AISC STANDARDISED CONNECTIONS OR MANUFACTURER'S RECOMMENDATIONS(UNO) BOLTING & BRIDGING TO BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.PURLIN/GIRT SPACING IS NOT TO EXCEED THE CLADDING MANUFACTURER'S SPAN SPECIFICATIONS.

7.21 FABRICATION & ERECTION TO COMPLY WITH AS/NZS 5131 (CONSTRUCTION CATEGORY CC2 UNO).7.22 STRUCTURAL STEEL SHALL COMPLY WITH ALL REQUIREMENTS OF THE RELEVANT AUSTRALIAN

STANDARDS. MANUFACTURERS OF STRUCTURAL STEEL SHALL HOLD A VALID CERTIFICATE OF APPROVAL ISSUED BY AN ACCEPTABLE THIRD PARTY COMPLIANCE ASSESSMENT BODY SUCH AS THE AUSTRALIAN CERTIFICATION AUTHORITY FOR REINFORCING STEELS (ACRS). EVIDENCE OF COMPLIANCE MUST BE SUBMITTED WHEN TENDERING & AS PART OF THE QUALITY ASSURANCE PROCESS.

RW3 RETAINING WALL CHANGED

4

MESH (TOP)

100

100

300

6c (5

14) M

AX.

SLAB STEP DETAIL

100

VAPOUR BARRIERMI

N.

300

G.L.35

0

30°

600

ALL TEMPORARY EXCAVATIONS TO BE LOCATEDABOVE CRITICAL LINE DEPTH.

L8TM BOTTOM50 COVER

MESH TOP

WATERPROOFSLAB EDGE TOBUILDERS DETAIL.

172

MIN

SF1 STRIP FOOTING

500

200

100

ST1 - INTERNAL WALLS SF2 STRIP FOOTING

300

100

700

100

VAPOURBARRIER

MESH TOP

L8TM BOTTOM50 COVER

MESH TOP

172

MIN

L8TM BOTTOM

343 M

AX.

STEP

350 50 COVER.

11

300

300

13

300 +

PIP

E Ø

PIPE TO BE LOCATED ABOVE BOTTOMREINFORCEMENT & BELOW 1000 LONGSTRIP OF TRENCH MESH TOP UNO.PIPES CAST INTO FOOTING ARE TO BEWRAPPED IN "ABELFLEX" OR SIMILARAPPROVED.

300

L8TM BOTTOM(50 COVER)

1000 LONGL8TM TOP(50 COVER)

CL

30 M

IN

350MIN

• STEP FOOTING AS REQUIRED TO SUIT EXTERNAL GROUNDLEVELS & FINISHED FLOOR LEVELS.

• CONCRETE FILL CAVITY WHERE FOOTING MORE THAN200mm BELOW G.L ON BOTH SIDES OF WALL.

FOOTING DETAIL AT PLUMBING LINES

FOOTING STEP DETAIL (IF REQUIRED)

G.L.250

300

WIDTH 'W'

'H' M

AX.

G.L.

REINF 'X'(50 COVER)

N12-300 DIST.

SW1 SCREEN WALL DETAIL

N10 GALV. BARS AT 900CTS MAX. CAST INTOFOOTING (LAPPINGNOT PERMITTED)

G.L. G.L.

1800

MAX

.18

00 M

AX.

230

100

MIN

800

300

EQ.E

Q.

L8TMCENTRAL

250

SCREEN WALL NOTES1. CONFIRM EXACT LOCATION & EXTENT OF SCREENWALLS WITH ARCHITECTURAL DRAWINGS.2. PROVIDE 10mm EXPANSION JOINT AT 10000 c/c MAX. SPACINGS WITH A DOUBLE PIER. (OR 10mm

EXPANSION JOINT WITH FLEXIBLE BRICK TIES TO SIDE OF PIER AT 343 c/c MAX. AS ANALTERNATIVE TO DOUBLE BRICK PIER)

LOCATION

1. ALL RETAINING WALL WORKS TO COMPLY WITH AS4678 EARTH RETAINING STRUCTURES CODE.2. GROUND UNDER & IN FRONT OF RETAINING WALL SHALL BE COMPACTED FOR A MINIMUM DEPTH

OF 750mm IN VIRGIN SOIL & FOR THE FULL DEPTH OF ALL FILLING SAND TO GIVE PENETRATIONRESISTANCE OF 8 BLOWS MINIMUM PER 300mm USING A STANDARD PERTH SANDPENETROMETER (COMPLYING WITH AS 1289.F3.3). COMPACTION TESTING IS TO BE UNDERTAKENAT THE BASE OF ALL FOOTINGS.

3. CONCRETE TO COMPLY WITH AS 3600 & SHALL BE PRE-MIXED FROM AN APPROVED SUPPLIER.CONCRETE QUALITY:

4. ALL STEEL REINFORCEMENT TO COMPLY WITH AS4671.5. DO NOT BACKFILL WALL UNTIL WALL HAS BEEN POURED FOR 10 DAYS MINIMUM.6. PROP RETAINING WALLS DURING BACKFILLING & COMPACTING. DO NOT REMOVE PROPS FOR 3

DAYS MINIMUM AFTER SLAB POUR WHERE SLAB OVER OCCURS.7. BUILDER TO PROVIDE ADEQUATE DRAINAGE & WATERPROOFING TO REAR OF RETAINING

WALLS.8. NO PERMANENT DEAD LOAD SURCHARGE ON RETAINING WALL IS ASSUMED i.e HORIZONTAL

BACKFILL ONLY WITH NO STRUCTURE TO BE CLOSER THAN THE RETAINING HEIGHT AWAYFROM THE REAR FACE OF THE WALL.

9. RETURN REINFORCEMENT AROUND ALL CORNERS 450mm MINIMUM.10. PROVIDE VERTICAL CONTROL JOINTS TO EXTERNAL RETAINING WALLS AT 12m CENTRES (MAX).11. MAXIMUM DESIGN LIVE LOAD ON WALL (UNIFORMLY DISTRIBUTED):

- 2.5kPa FOR WALL < 1.5m IN HEIGHT.- 5.0kPa FOR WALL > 1.5m IN HEIGHT.

12. NOTIFY THE ENGINEER IF A FENCE IS TO BE BUILT ALONG TOP OF WALL: WALL DIMENSIONS &REINFORCEMENT MAY NEED TO BE INCREASED.

13. CONFIRM RETAINING WALL HEIGHTS & LOCATIONS WITH ARCHITECTURAL DRAWINGS & ON SITEPRIOR TO COMMENCEMENT OF WORKS.

14. THESE DETAILS ARE APPLICABLE TO CLASS A STABLE SITES. NOTIFY ENGINEER IF SOILCONDITION IS OTHERWISE.

15. REINFORCEMENT NOTATION : DEFORMED BARS : N (D500N), PLAIN ROUND BARS : R (250R)DEFORMED BARS : S (250S), HARD DRAWN WIRE BARS : W (450W)WELDED WIRE MESH : L (D500L).

16. MINIMUM LAPS-FABRIC: ONE SQUARE + 25MM, BARS: 40 x BAR DIAMETER (UNO).17. SUPPORT ALL REINFORCEMENT ADEQUATELY & ACCURATELY ON APPROVED CHAIRS.18. CLEAR COVER TO REINFORCEMENT TO BE:

FOOTINGS .....................................................................50mm WALL ..............................................................................50mm19. FORMWORK SHALL COMPLY WITH AS 3610.20. BUILD ALL FORMWORK FROM ARCHITECTURAL DRAWINGS.21. MINIMUM STRIPPING TIME 3 DAYS (UNO).22. ALL BACKFILL MATERIAL IS TO BE 'CLASS I' IN ACCORDANCE WITH AS4678.

REINFORCED CONCRETE RETAINING WALL NOTES

FOOTINGSRETAINING WALL 20

MAX. AGG. SIZE (mm)20

N32N32

STRENGTH GRADE

8080

SLUMP (mm)

10080

10

MAX. AGG. SIZE (mm)20

SLUMP (mm)

N20N20

LOCATION FOOTINGSCAVITY

STRENGTH GRADE

BRICK RETAINING WALL NOTES1. ALL RETAINING WALL WORKS TO COMPLY WITH AS4678 EARTH RETAINING STRUCTURES CODE.2. GROUND UNDER & IN FRONT OF RETAINING WALL SHALL BE COMPACTED FOR A MINIMUM DEPTH

OF 750mm IN VIRGIN SOIL & FOR THE FULL DEPTH OF ALL FILLING SAND TO GIVE PENETRATIONRESISTANCE OF 8 BLOWS MINIMUM PER 300mm USING A STANDARD PERTH SANDPENETROMETER (COMPLYING WITH AS 1289.F3.3). COMPACTION TESTING IS TO BE UNDERTAKENAT THE BASE OF ALL FOOTINGS.

3. CONCRETE TO COMPLY WITH AS 3600 & SHALL BE PRE-MIXED FROM AN APPROVED SUPPLIER.CONCRETE QUALITY:

4. ALL STEEL REINFORCEMENT TO COMPLY WITH AS4671.5. PROVIDE WALL TIES ACROSS CAVITY AT 343mm (VERTICAL SPACING) x 600mm (HORIZONTAL

SPACING) WITH 75mm MINIMUM EMBEDMENT INTO EACH LEAF. FIX WALL REINFORCEMENT TOTIES TO PREVENT DISPLACEMENT DURING POUR.

6. POUR CONCRETE TO CAVITY IN LIFTS NOT EXCEEDING 500mm TO REQUIRED HEIGHT &COMPACT BY USING HIGH FREQUENCY PENCIL VIBRATOR (WITH CARE).

7. DO NOT BACKFILL WALL UNTIL WALL HAS BEEN POURED FOR 10 DAYS MINIMUM.8. PROP RETAINING WALLS DURING BACKFILLING & COMPACTING. DO NOT REMOVE PROPS FOR 3

DAYS MINIMUM AFTER SLAB POUR WHERE SLAB OVER OCCURS.9. BUILDER TO PROVIDE ADEQUATE DRAINAGE & WATERPROOFING TO REAR OF RETAINING

WALLS.10. NO PERMANENT DEAD LOAD SURCHARGE ON RETAINING WALL IS ASSUMED i.e HORIZONTAL

BACKFILL ONLY WITH NO STRUCTURE TO BE CLOSER THAN THE RETAINING HEIGHT AWAY FROMTHE REAR FACE OF THE WALL.

11. MAXIMUM DESIGN LIVE LOAD ON WALL (UNIFORMLY DISTRIBUTED): - 2.5kPa FOR WALL < 1.5m IN HEIGHT. - 5.0kPa FOR WALL > 1.5m IN HEIGHT.

12. RETURN REINFORCEMENT AROUND ALL CORNERS 450mm MINIMUM.13. PROVIDE VERTICAL CONTROL JOINTS TO EXTERNAL RETAINING WALLS AT 12m CTS (MAX).

WHERE BRICK SCREEN WALL OVER OCCURS, ENSURE JOINT LINES UP WITH CJ IN SCREENWALLOVER.

14. NOTIFY THE ENGINEER IF A FENCE IS TO BE BUILT ALONG TOP OF WALL: WALL DIMENSIONS &REINFORCEMENT MAY NEED TO BE INCREASED.

15. ALL MASONRY SHALL COMPLY WITH AS3700.16. MASONRY UNITS SHALL HAVE A MINIMUM UNCONFINED CHARACTERISTIC COMPRESSIVE

STRENGTH ( f ' uc) OF 12 MPa UNO. (SEE GENERAL NOTES 6.2).17. MORTAR CLASSIFICATION SHALL BE M3 (C1 : L1 : S6) FOR SEVERE MARINE ENVIRONMENTS (SEE

GENERAL NOTE 6.12) MORTAR CLASSIFICATION SHALL BE M4 (C1 : L0.5 : S4.5)18. CONFIRM RETAINING WALL HEIGHTS & LOCATIONS WITH ARCHITECTURAL DRAWINGS & ON SITE

PRIOR TO COMMENCEMENT OF WORKS19. THE MASONRY SHALL BE PROPERLY BONDED IN MORTAR WITH FULL BED JOINTS & PERPENDS.20. FOR MASS BRICK WALLS: BOND BRICKWORK LEAVES EITHER BY:

a) HEADER BRICKS AT EACH STEPPED INTERVAL IN WHICH EACH ALTERNATE BRICK IS AHEADER, b) OR WALL TIES AT EACH STEPPED INTERVAL AT 400 CTS. MAX. HORIZONTALLY.

21. THESE DETAILS ARE APPLICABLE TO CLASS A STABLE SITES. NOTIFY ENGINEER IF SOILCONDITION IS OTHERWISE.

22. ALL BACKFILL MATERIAL IS TO BE 'CLASS I' IN ACCORDANCE WITH AS4678.




180644

DJH

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MARCH 2018



CAPA

L O C A T I O N

P R O J E C T

A R C H I T E C T S

S C A L E @ A 1

D A T E

E N G .

D R A W N

S H E E T

J O B N o .

T I T L E


C o m o , W . A . 6 1 5 2

Telephone: (08) 9367 6811

Facsimile: (08) 9367 6456





Sign atur e. . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . .

Date. . . .. . . . .. . . .. . . . .. . . . .. . . . .. . . .. . . . .. . . . .. . . .. . . . .. . . . ..15 / 07 / 2019





04-04-20191

09-04-20192

29-05-20193

15-07-20194

S2 of 6

1:20

FOOTING, GROUND SLAB& RETAINING WALLDETAILS

• CONFIRM EXTENT & LOCATION OF RETAININGWALL WITH ARCHITECTURAL DRAWINGS.

RW3 RETAINING WALL

2572

(30c

) MAX

.

100

172

20 COVERWATERPROOFING

N12-600 CTS.

N12 STARTERBARS AT 200 CTSCENTRAL IN WALL

1000

200

600

300


450

450

MESH TOP

L8TM BOTTOM50 COVER

300mm WALL WIDTHCONCRETE FILL CAVITY.

PROP WALLAS RETAININGWALL NOTE 8

SL92 MESH(PROVIDE N12-400AT CORNERS)

450

450


RW1 RETAINING WALL

50COVER

SL72 MESH

50COVER

EQ.

EQ.

150

REINF 'Y'CENTRAL IN WALL)

600 L

AP

MIN.

1500

2000

600

1000

900

1150

450

650

HEIGHT 'H' WIDTH 'W'

N12-200

N12-300

N12-400

SL92

SL92

SL72

SL72 N12-500

BARS 'Y'REINF 'X'

G.L. (VARIES)

2572

(30c

) MAX

.

100

172

20 COVERWATERPROOFING

N12-600 CTS.

N12 STARTERBARS AT 200 CTSCENTRAL IN WALL

1000

200

600

300


450

450

L8TM BOTTOM50 COVER


PROP WALLAS RETAININGWALL NOTE 8

SL92 MESH(PROVIDE N12-400AT CORNERS)

450

450


RW2 RETAINING WALL

SEE

S4 SEE

S4

VARI

ES

11


25mm DEEP SAW CUT TO SLAB

MASTIC SEALANT.FILL JOINT WITH APPROVED

DRAPE MESH LOCALLY & CUTEVERY 2ND WIRE OF MESH

VAPOURBARRIER

100

MESH TOP

CJ1 - SLAB CONTROL JOINT

100

VAPOUR BARRIERMIN.

300

G.L.

350

600L8TM BOTTOM50 COVER

MESH TOP

WATERPROOFSLAB EDGE TOBUILDERS DETAIL.

172

MIN

SF3 STRIP FOOTING

G.L.

PF1 - 1000 (x 1000)

300

MIN.

150

PF2 - 1200 (x 1200)

300

G.L.

PAINT STEELWORK IN CONTACTWITH SOIL WITH 2 COATS OFAMERLOCK 400 (BY PPGPROTECTIVE & MARINECOATINGS) (MIN DFT 250MICRONS) OR SIMILARAPPROVED. - TYPICAL

100

100

100

ASSH

EET

S5

50 COVERN12-200 EACH WAY

100

C1

200 x 200 x 12 CAP PLATEFULLY WELD 2-N12 LUGS x 500LONG TO CAP PLATE & CASTINTO SUSP. SLAB. FULLY SITEWELD COL. TO CAP PLATE

250 SQ. x 12 BASE PLATEON 20 GROUT4-M12 CHEMICALANCHORS

150

MIN.

RW3 C2 C2

ASSH

EET

S5

100

100

100

100

200 x 200 x 12 CAP PLATEFULLY WELD 2-N12 LUGS x 500LONG TO CAP PLATE & CASTINTO SUSP. SLAB. FULLY SITEWELD COL. TO CAP PLATE

250 SQ. x 12 BASE PLATEON 20 GROUT4-M12 CHEMICALANCHORS


300

PF3 - 900 (x 900)

G.L.

250 SQ. x EX 12 BASE PL ON20 GROUT, 4-M12 BOLTEXPANSION ANCHORS.

C3

SUSPENDEDSLAB AS PLAN

200 x 200 x 12 CAP PLATEFULLY WELD 2-N12 LUGSx 500 LONG TO BASE PLATE& CAST INTO SUSP. SLAB.

125

100 7510

0

100

FLASHING & WEEPHOLESARCH'L DWG

BARRIERVAPOUR

172

100

MIN.

C1 COLUMN ON PF1 DETAIL C2 COLUMN ON PF2 DETAIL C3 COLUMN ON PF3 DETAIL




MIN.

MIN.

OMIT SLAB WHEREAPPLICABLE

* PROVIDE A CONTROL JOINT IN ANY BRITTLE FLOOR COVERING (e.g. TILES) LAID ABOVE CJ1

PAINT STEELWORK IN CONTACT WITH SOIL WITH 2COATS OF AMERLOCK 400 (BY PPG PROTECTIVE &MARINE COATINGS) (MIN DFT 250 MICRONS) ORSIMILAR APPROVED. - TYPICAL

O/ALLCONC. FILL CAVITY(N20/10/100 CONCRETE)

400

400

N12-200 CTS

500

200

SLAB THICKENINGWHERE WALLOVER

WALL WHEREAPPLICABLE

CONCRETESTEPS WHEREAPPLICABLE

HEIGHT 'H'

SL82

SL62

SL72

SL92

SL92

1500

2000

1800

900

1200

900

1150

1000

600

800

N12-400

N12-600

N12-500

N12-300

N12-350

NIL

REINF 'X'WIDTH 'W'

600 450

BARS 'Y'

NIL

EQEQ

GL.

G.L.


WATERPROOFING

300

150

MIN.

80

20 COVER

'H' M

AX.

WIDTH 'W'

N12-300 MAX.

REINFORCEMENT 'X'

N12-400 DIST.

OFFSET FOOTING ATBOUNDARY LOCATION

600 L

AP BARS 'Y'(CENTRAL IN WALL)


RW4 RETAINING WALL

8-N16 STARTER BARS

1000

LAP

200 COG(TYP).

MESH TOP

PF4 - 800 (x 1200)

400

100

172

MIN

G.L.

943

N16-200 EACH WAYBOTTOM50 COVER

200

R6-300 CTS

8-N16 BARS TRIPLER6 LIGS AT 300 c/c(45 COVER)(UNO)

CC1 CONCRETE COLUMN ON PAD PF4

350

8-N16 MAIN BARSX

X-X

B

CC1

(• N50, 20, 80 CONCRETE TO COLUMN)

NO CHANGES

NO CHANGES

NO CHANGES

3500 FOOTING N12-100ABOVE

2500 COMBINE N12-150SEE

(COMBINE FOOTINGS AT PLANTER RETAINING WALL)

SL92 + N12-200 VERTICALWHERE H > 2000)

4

RW3 RETAINING WALL CHANGED

CONCRETE SWIMMING POOL NOTES1. THE CONTRACTOR IS TO LIAISE WITH THE RELEVANT AUTHORITIES TO LOCATE ALL EXISTING

SERVICES WITHIN THE BUILDING AREA PRIOR TO COMMENCEMENT OF WORKS2. THE BUILDER IS TO ENSURE THAT NO EXISTING STRUCTURES OR FENCES ARE UNDERMINED OR

SURCHARGED. NOTIFY ENGINEER IF IN DOUBT.3. EXACT POOL SHAPE & DIMENSIONS AS PER ARCHITECTURAL DRAWING.4. ALL MINIMUM SETBACKS TO BOUNDARIES, SEWERS & BUILDINGS TO COMPLY WITH LOCAL

GOVERNMENT REQUIREMENTS & ARCHITECTURAL DRAWINGS.5. THESE DETAILS HAVE BEEN DESIGNED FOR A CLASS A STABLE SITE AS PER AS2870 (UNO).

BUILDER IS TO CONFIRM & TO NOTIFY ENGINEER IF SOIL CONDITION IS OTHERWISE.6. THE GROUND WATER LEVEL IS ASSUMED TO BE BELOW THE POOL BASE. NOTIFY THE ENGINEER

IF THE WATER TABLE IS WITHIN 1 METER BELOW THE POOL BASE & PROVIDE 2 HYDROSTATICRELIEF VALVES EVENLY SPACED WITHIN THE POOL BASE

7. GROUND BELOW POOL SHALL BE COMPACTED FOR A MINIMUM DEPTH OF 750mm IN VIRGIN SOIL& FOR THE FULL DEPTH OF ALL FILLING SAND TO GIVE PENETRATION RESISTANCE OF 8 BLOWSMINIMUM PER 300mm USING A STANDARD PERTH SAND PENETROMETER (COMPLYING WITH AS1289.F3.3). COMPACTION TESTING IS TO BE UNDERTAKEN AT THE BASE OF POOL SHELL.

8. ALL CONCRETE WORK TO BE IN ACCORDANCE WITH THE 'USE OF REINFORCED CONCRETE FORSMALL SWIMMING POOLS CODE AS 2783 CONCRETE. STRUCTURES CODE AS 3600 & AS 3735. IFPOOL LENGTH EXCEEDS 16.7m & AREA IS GREATER THAN 100m².

9. CONCRETE STRENGTH GRADE N40, 10 (AGGREGATE), 60 (SLUMP) FOR PNEUMATICALLY APPLIEDCONCRETE.

10. ALL POOL STEEL REINFORCEMENT IS TO BE DEFORMED GRADE 250S OR D500N BARS,COMPLYING WITH THE REQUIREMENTS OF AS/NZS 4671. ALL REINFORCEMENT MUST BE PLACEDON CHAIRS.

11. CLEAR COVER TO REINFORCEMENT TO BE 60mm (UNO).12. DO NOT BACKFILL UNTIL 7 DAYS AFTER CONCRETE HAS BEEN POURED13. ALL CONCRETE SHALL BE COMPACTED BY HAND OR MECHANICAL VIBRATION.14. USE CLEAN FILL WHEN BACKFILLING BEHIND POOL WALLS.15. CURE ALL CONCRETE FOR 7 DAYS MIN.16. PROP INSIDE OF POOL RETAINING WALL WHILE BACKFILLING & COMPACTING BEHIND.17. BUILDER TO CAST INTO CONCRETE ALL PIPES, CONDUITS & FITTINGS AS REQUIRED ONLY

WHERE WALL THICKNESS IS GREATER THAN OR EQUAL TO 300mm WITH A LAYER OFREINFORCEMENT EACH FACE. OTHERWISE RUN PIPE WORK OUTSIDE OF POOL WALLS.

18. REINFORCEMENT SUPPORT CHAIRS TO CONFORM WITH AS/NZS 2425:1015




180644

DJH

VJ

MARCH 2018



CAPA

L O C A T I O N

P R O J E C T

A R C H I T E C T S

S C A L E @ A 1

D A T E

E N G .

D R A W N

S H E E T

J O B N o .

T I T L E


C o m o , W . A . 6 1 5 2

Telephone: (08) 9367 6811

Facsimile: (08) 9367 6456





Sign atur e. . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . .

Date. . . .. . . . .. . . .. . . . .. . . . .. . . . .. . . .. . . . .. . . . .. . . .. . . . .. . . . ..15 / 07 / 2019





04-04-20191

09-04-20192

29-05-20193

15-07-20194

S3 of 6

1:20

SWIMMING POOLSECTIONS & DETAILS

WATER LEVEL (75 BELOW SURROUND)

600 LEG (TYP.)

S12 BARS AT 250 CTS EACHWAYLOCATED CENTRALLY. LAP 600 MINWHERE JOINING IS REQUIRED

1600

MAX

400

S12 AT 200 CTSVERTICAL LAPINTO POOL BASE

S12 AT 200 CTSHORIZONTAL

250

G.L



250

60 COVER(TYPICAL)

60 COVER(TYPICAL)

150

S E C T I O N A S1

600 L

AP

600 L

APTIMBER DECKING ASARCHITECTURALDRAWING & AS1684

G.L.

600

MAX

WATER LEVEL (75 BELOW SURROUND)

600 LEG

S12 BARS AT 250 CTS EACHWAYLOCATED CENTRALLY. LAP 600 MINWHERE JOINING IS REQUIRED

1600

MAX

600 LEG



250

G.L



250

60 COVER(TYPICAL)

60 COVER(TYPICAL)

150

S E C T I O N B S1

600 L

AP

600 L

AP

60 COVER(TYPICAL)

60 COVER(TYPICAL) 60

0 LAP

(TYP

.)

250

600

LAP HORIZONTAL BARSAT CORNERS AS SHOWNAT 75 CTS

2-S12 TOP

60 C

OVER

WATER LEVEL

250

PERIMETER PAVING AS REQUIRED

(75 BELOW SURROUND)

60 COVER(TYPICAL)

TYPICAL POOL EDGE DETAIL

AT 250 POOL WALLAT 250 POOL WALL

TYPICAL POOL CORNER DETAILS (PLAN)

600

G.L

RW3 FOOTINGWHERE APPLICABLE

DRILL & EPOXY 2-N16GALV. DOWELS (x 450LONG) 100mm INTOPOOL

1500

MAX

.

NO CHANGES

600 LEG

700

50CO

VER

300

S12-400 CTS

REVISED AS CLOUDED

2

NO CHANGES

NO CHANGES




180644

DJH

VJ

MARCH 2018



CAPA

L O C A T I O N

P R O J E C T

A R C H I T E C T S

S C A L E @ A 1

D A T E

E N G .

D R A W N

S H E E T

J O B N o .

T I T L E


C o m o , W . A . 6 1 5 2

Telephone: (08) 9367 6811

Facsimile: (08) 9367 6456





Sign atur e. . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . .

Date. . . .. . . . .. . . .. . . . .. . . . .. . . . .. . . .. . . . .. . . . .. . . .. . . . .. . . . ..15 / 07 / 2019





04-04-20191

09-04-20192

29-05-20193

15-07-20194

S4 of 6

1:100, 1:50, 1:20

GROUND FLOORSUSPENDED SLAB PLAN& SECTIONS

INDICATES 50mm TOTAL RECESS TO SHOWER AREASCONFIRM EXTENT WITH ARCHITECTURAL DRAWINGS.

INDICATES 343 (4c) THICK SLAB

MEMBER SCHEDULE

TYPICAL BRICKWORK ON SUSPENDED SLAB DETAIL(WHERE NO WALLS DIRECTLY BELOW)

WALLS ON SUSPENDED SLABBOTTOM REINFORCEMENTTOP REINFORCEMENT

LOADBEARING WALLS

INDICATES 25mm RECESS TO WET AREAS CONFIRMEXTENT WITH ARCHITECTURAL DRAWINGS.

1c

500

2-R6 GALV.RODS.

2-R6 GALV.RODS.

2-R6 GALV. RODSCONTINUOUS.300 MIN LAP.

SUSPENDEDSLAB

REMOVE ALL PROPSBEFORE BUILDINGWALL OVER.

BRICKWORK SUPPORTED BY SUSPENDED SLAB TO BE BUILTAFTER ALL PROPS HAVE BEEN REMOVED.

86

OPENING

BRICKWALL

1.

2. RODS SHOWN ABOVE ARE APPLICABLE TO EACH LEAF OF BRICK.

LEGEND

COLUMNS500

S/S - INDICATES SOFFIT STEP


SUSPENDED SLAB NOTES

• DISTRIBUTION REINFORCEMENT : N12-300 TOP N12-300 BOTTOM (2c SLAB) N12-250 BOTTOM (3c SLAB)

N12-200 BOTTOM (4c SLAB)• PROVIDE 2-N16 BARS x 2000 LONG, TIED UNDER TOP

REINFORCEMENT AT ALL RE-ENTRANT CORNERS (TYP)• REINFORCEMENT SPLICING

- SPLICING OF BOTTOM REINFORCEMENT TO ONLY OCCUROVER SUPPORTING WALLS (100 MIN LAP UNO).

- SPLICING OF TOP REINFORCEMENT TO ONLY OCCUR AT MIDSPAN OF SLAB OR BEAM (40 x BAR DIAMETER MIN LAP).

- BARS SPLICED AT OTHER LOCATIONS ARE TO BE APPROVEDBY THE ENGINEER & SHALL BE LAPPED A MINIMUM OF

40 x BAR DIAMETER (UNO).

GROUND FLOOR SUSPENDED SLAB PLAN

BALCONY257 TO 160

1c STEP

BELOW


TEE LINTELS

L4 - SEE SCHEDULE ON SHEET S6

1--

2--

5--

N12-600 CTS.


450

450

257

(3c)

150

S E C T I O N 1 --

BEAM CB1

257

(3c)

S E C T I O N 2 --

BEAM CB1

50SH

OWER

25 W

ET A

REA

RECE

SS

25 W

ET A

REA

RECE

SS

86 S

TEP

86 S

TEP

CRANK 1:6(TYP.)

2 R6 RODS AS PERNOTE 6.4 (TYP.)

2-LAYERS OF PGI.AS NOTE 3.8 (TYP)

172

TO 16

0

CRANK 1:6(TYP.)

L4 LINTEL

L4 LINTEL

11

100

UP

UP

17.708

18.31143c

36c

17.88038c

18.397

17.70836c BE

AM C

B1

DN

UP

N12-200 UT

N12-200 UT

N12-200 LB

N12-200 LBN1

2-20

0 UB

N12-

200 L

T

3-N16-100 LB

N16-200 LB

N16-200 UT

N12-

200 U

B

3-N1

6-10

0 UB

3-N1

6-10

0 LT

N12-

200 L

T

2/C2

2/C2

34c

44c

C3CO

NTIN

.

257 - 235 THK

172 - 150 THKSTAIR 14c STEP

4c SOFFIT

400

L4 BELOW

10002c STEP

STAIR 2

1c STEP

686

(8c)

300

3-N32 BOTTOM

3-N32 TOP 86

343

(4c)

300

943

(11c

)

3-N32 TOP

3-N32 BOTTOM

343

343

SOFF

IT

STEP

25 R

ECES

S

11

100

RW1

RW1

257

(3c)

400




RC3 - 75 x 6 SHS: REFER TO NOTES ON SHEET S1

CC1 - CONCRETE COLUMN: SEE SHEET S2

4--

N12-600 CTS.


450

450 MESH TOP

(3c)

257

S E C T I O N 4 --

2c STEP

300

100

11

25 R

ECES

S23

2

3--


(3c)

257

S E C T I O N 3 --

4c STEP

11

100

G.L.

RW1

RW2

SF1

6--

(4c)

343

S E C T I O N 7 --

50 S

HOW

ER

(4c)

343

S E C T I O N 6 --

257

TO 23

5

86 S

TEP

343

SOFF

IT

400

(3c)

257

S E C T I O N 5 --

86 S

TEP

943

(11c

)

150

600

7--

C1

RECE

SS

25 R

ECES

SAT

WET

ARE

A

25 R

ECES

SAT

SHO

WER

C1

DRAINAGE, FALLS ANDWATERPROOFING TOBALCONY AS ARCHITECTURALDRAWINGS (TYPICAL)




1-LAYER OF PGI.AS NOTE 3.9 (TYP)

300

300

RW1

RW2

RW2

100

7-N12 UBN12-200 LB

N12-300 UB7-N12 LB

WAIST150

400

400

OF TREADS AND RISERS & DIMENSIONS TO STEPS.* REFER TO ARCH'L DWGS FOR EXACT NUMBER 400

172

G.L.

300

11

100

RW1

25 W

ET A

REA

STAIR 1 SECTION

11c (943) to 9c (772) DEEP x 300 WIDE

10-N10-150N10-LIGS300CTS

10-N10-150

3-N32 TOP

3-N32 BOT

300 COG ALLBOTTOMBARS (TYP) 2 LAYER OF PGI (TYP.)

86 S

TEP CRANK 1:6

CB1 BEAM ELEVATION

CRANK 1:6(TYP.)

CRANK 1:6(TYP.)

N12-200 UT

N12-200 LT

4-N16-100 LB

7-N12 UB

44c

43c

CONTIN.

SHELFANGLE

(LESS RECESS AT WET AREAS)

VEE GROOVE(MAINTAIN COVER)

172

TO 16

0

VEE GROOVE(MAINTAIN COVER)

86

86

TAPER SOFFIT ASARCH'L DWG

TAPER SOFFIT ASARCH'L DWG

2-R6 STAINLESS STEELRODS AS TEE LINTELSCHEDULE ON S6 (TYP.)

100 x 8 EA. FULLY WELDN12 LUGS AT 400CTS.(ALL HOT DIP GALVANISED)ALSO SEE NOTE 7.14.

20

5070

R30

15°

250

86 S

TEP

172

TO 15

0

600

(7c)

400

400

N12-200

N12-300 HORIZ.

N12-300 STARTERBARS CENTRAL

N12-300 HORIZ.


400

400

257

(3c)

(SEE SHEET S2)STAIRWELL

257

(3c)

200 MIN.BEARING

172

TO 15

0

N12-200 EACH WAYTOP & BOTTOM

125

125

500 L

AP

500 L

AP

N12-200 LT &N12-200 UB

N12-200LB

N12-300 CENTRAL

4-N16 LB 140

N10 LIGS

N12-300 CENTRAL

N12-200 EACH WAYEACH SIDE

400 (TYP.)

(TYP.)

RC3 RC3

CC1

B

B

B

343

(4c)

B B

B B

1

REVISED AS CLOUDED

NO CHANGES

3

REVISED AS CLOUDEDNO CHANGES

COLUMNS




180644

DJH

VJ

MARCH 2018



CAPA

L O C A T I O N

P R O J E C T

A R C H I T E C T S

S C A L E @ A 1

D A T E

E N G .

D R A W N

S H E E T

J O B N o .

T I T L E


C o m o , W . A . 6 1 5 2

Telephone: (08) 9367 6811

Facsimile: (08) 9367 6456





Sign atur e. . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . .

Date. . . .. . . . .. . . .. . . . .. . . . .. . . . .. . . .. . . . .. . . . .. . . .. . . . .. . . . ..15 / 07 / 2019





04-04-20191

09-04-20192

29-05-20193

15-07-20194

S5 of 6

1:100, 1:20

FIRST FLOOR SUSPENDEDSLAB PLAN & SECTIONS

INDICATES 50mm TOTAL RECESS TO SHOWER AREASCONFIRM EXTENT WITH ARCHITECTURAL DRAWINGS.


MEMBER SCHEDULETYPICAL BRICKWORK ON SUSPENDED SLAB DETAIL(WHERE NO WALLS DIRECTLY BELOW)

WALLS ON SUSPENDED SLABBOTTOM REINFORCEMENTTOP REINFORCEMENT

LOADBEARING WALLS

INDICATES 25mm RECESS TO WET AREAS CONFIRMEXTENT WITH ARCHITECTURAL DRAWINGS.

1c

500

2-R6 GALV.RODS.

2-R6 GALV.RODS.

2-R6 GALV. RODSCONTINUOUS.300 MIN LAP.

SUSPENDEDSLAB

REMOVE ALL PROPSBEFORE BUILDINGWALL OVER.

BRICKWORK SUPPORTED BY SUSPENDED SLAB TO BE BUILTAFTER ALL PROPS HAVE BEEN REMOVED.

86

OPENING

BRICKWALL

1.

2. RODS SHOWN ABOVE ARE APPLICABLE TO EACH LEAF OF BRICK.

LEGEND

500

S/S - INDICATES SOFFIT STEP


SUSPENDED SLAB NOTES

• DISTRIBUTION REINFORCEMENT : N12-300 TOP N12-300 BOTTOM (2c SLAB) N12-250 BOTTOM (3c SLAB)

N12-200 BOTTOM (4c SLAB)• PROVIDE 2-N16 BARS x 2000 LONG, TIED UNDER TOP

REINFORCEMENT AT ALL RE-ENTRANT CORNERS (TYP)• REINFORCEMENT SPLICING

- SPLICING OF BOTTOM REINFORCEMENT TO ONLY OCCUROVER SUPPORTING WALLS (100 MIN LAP UNO).

- SPLICING OF TOP REINFORCEMENT TO ONLY OCCUR AT MIDSPAN OF SLAB OR BEAM (40 x BAR DIAMETER MIN LAP).

- BARS SPLICED AT OTHER LOCATIONS ARE TO BE APPROVEDBY THE ENGINEER & SHALL BE LAPPED A MINIMUM OF

40 x BAR DIAMETER (UNO).

FIRST FLOOR SUSPENDED SLAB PLAN

CAST-INANGLE

BALCONY257 TO 230

C3BELO

W

S E C T I O N 2 --

257

(3c)

343

(4c)343

(4c)

86 STEP

257

TO 23

0

200 x 200 x 12 CAP PLATEFULLY WELD 2-N12 LUGSx 500 LONG TO CAP PLATE& CAST INTO SUSP. SLAB.

100

100

100

S E C T I O N 4 --

257

(3c)

343

(4c)

S E C T I O N 1 --

257

(3c)

86 S

TEP

172

TO 15

0

400

400

400

600 LAP

DRAINAGE, FALLS ANDWATERPROOFING TO BALCONYAS ARCHITECTURAL DRAWINGS(TYPICAL)

25 W

ET A

REA

RECE

SS

2--

S E C T I O N 3 --

S E C T I O N 5 --

4--

CAST-INANGLE

7--

CAST-INANGLE

BALCONY172 TO 150

86 STEP

3--

5--

1--

6--

DN

UP

2/C2

BELOW

2/C2

BELOW

UP1c S/S

1c S/S

N12-200 UT

N12-

200 L

T

N16-200 LB

3-N16-100 UB &3-N16-100 LT

3-N16-100 UB &3-N16-100 LT

4-N1

6-10

0 UB

N12-200 LB

N12-

150 U

B

N12-200 LB

N12-200 UT

N12-

200 L

T

2-N1

6 LB

3-N1

6-75

LB

STAIR 2




RC1 - 75 x 4 SHS: REFER TO DETAIL ON SHEET S5

N12-150 UB

N12-150 LB295 WAIST

APPROX

N12-300 UB

125CONC. WALL

C2C2

STAIR 3

STAIR 3BEYOND

G.L.

400

7-N12 UB

N12-300 UB

400

SF1

SF1

150

1007-N12 LB 15

0WAIS

T

OF TREADS AND RISERS & DIMENSIONS TO STEPS.* REFER TO ARCHITECTURAL DWG'S FOR EXACT NUMBER

STAIR 2 SECTION

20

50 70

R30

15°

250


DRIP GROOVEMAINTAIN COVER)

343

(4c)

343

(4c)

343

(4c)


SHELF ANGLE ASPER SECTION 4

SHELF ANGLE ASPER SECTION 4 N12-200 LB

N12-200 UTN12-250 LT

25 W

ET A

REA

RECE

SS31

8

CAST-INANGLE



C3 COLUMNBEYOND

EX 12 CAP PLATEREFER TO DWG S2

100

100

100

RC1

OVER

S E C T I O N 6 --

25 W

ET A

REA

RECE

SS

257

(3c)

232


CRANK 1:6(TYP.)

CRANK 1:6(TYP.)

CRANK 1:6(TYP.)

CRANK 1:6(TYP.)

CRANK 1:6(TYP.)


S E C T I O N 7 --

20

50 70

R30

15°

250



343

(4c)

343

(4c)

343

(4c)



100 100

100

RC1 COLUMN BASE FIXING DETAIL

RC1200 x 200 x 10 BASE PLATEFULLY WELD 2N12 LUGSx 500 LONG & CAST INTOSUSPENDED SLAB.

TOP FIXING TOBEAM ON SHEETS6

86 STEP

CONC.WALLOVER

RC1OVER

RC1OVER

RC1OVER

RC1OVER

RC1OVER RC1

OVER

3-N1

6-10

0 UB

150 WIDE CONCRETEUPSTAND

RC1OVER

RC1OVER

STAIR 2 BEYOND-SEE SECTION BELOW

400

150


20

50R3

0

70

150

15°

500

500 L

AP

N12-300 HORIZ.


125

500

500 L

AP

N12-300 HORIZ.

125

125

500 L

AP

500

CONC.WALL

N12-300 VERTICALCENTRAL

200

N12-300 CENTRALN12-300 HORIZ.

RC1OVER

N12-400 CTSCENTRAL

257

N12-300 CENTRAL

REINF. AS SECT. 5

STUDWALL AS ARCH'L DWG& AS1684 (TYP.)

FIX WALL PLATE TO SLAB VIA M10CHEMICAL ANCHORS AT 750 CTSMAX. (TYP.)

FIX TOP & BOTTOMOF VERTICAL STUDSVIA TIMBERFRAMING ANCHORS(TYP.)

AS SECT. 4 (TYP.)

AS SECT. 4 (TYP.)

AS SECT. 4 (TYP.)

2/200x63 LVL

RC1

200x63 LVL

FIX 200x63 LVL BEAMS.BUILD ENDS INTO WALL(TYP.)

150

257

CONCRETEDOWNSTAND &SHELF ANGLE ASPER SECTION 1

500

125

CONCRETEUPSTANDAS SECT. 2

AT SLAB

500 EQ.

EQ.


CONCRETESTAND

100 x 200 x 10PLATE WITH N12FULLY WELDEDLUG (x 500 LGCAST INTO CONC.UPSTAND)

RC1

* FULLY SITE WELD COLUMNS TO CAST-IN PLATES* TREAT SITE WELDS AS NOTE 7:15 ON SHEET S1

AT CONCRETE UPSTAND

200

200 1

1

343

(4c)

100

100 100

100

RC3

20mm STYRENEFILLER

RC3

L1 BELOWSEE SCHEDULEON S6

B

B

B

B

B

B

B

B

8--

257

(3c)500

500 L

AP

N12-300 HORIZ.

125

N12-300 CENTRAL


S E C T I O N 8 --

B

B

B

REVISED AS CLOUDED

1

NO CHANGES

REVISED AS CLOUDED

3

NO CHANGES

ROOF TERRACEPLAN




180644

DJH

VJ

MARCH 2018



CAPA

L O C A T I O N

P R O J E C T

A R C H I T E C T S

S C A L E @ A 1

D A T E

E N G .

D R A W N

S H E E T

J O B N o .

T I T L E


C o m o , W . A . 6 1 5 2

Telephone: (08) 9367 6811

Facsimile: (08) 9367 6456





Sign atur e. . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. . . .

Date. . . .. . . . .. . . .. . . . .. . . . .. . . . .. . . .. . . . .. . . . .. . . .. . . . .. . . . ..15 / 07 / 2019





04-04-20191

09-04-20192

29-05-20193

15-07-20194

S6 of 6

1:100, 1:20

PLAN & ROOF TERRACESUSPENDED SLABPLAN & SECTIONS

TEE LINTELS

(B)

(V)

1. ALL TEE LINTELS TO BE HOT DIP GALVANISED AFTER FABRICATION.2. MIN BEARING FOR ENDS OF LINTELS TO BE 300mm (UNO) UNLESS DRAWN OTHERWISE (E.G

WHERE SUPPORT WALL IS PERPENDICULAR).3. WELD PLATES 150, MISS 150.4. 2R6 STAINLESS STEEL RODS IN EACH OF BOTTOM 2 COURSES (BOTH LEAVES).5. JOIN ABUTTING TEE LINTELS VIA EX 10 PLATE & 2-M16 8.8/S BOLTS (OR FULLY WELD).6. WELD PGI STRAPS AT 1200 c/c TO LINTELS FOR ROOF ANCHORAGE WHERE APPLICABLE.7. ANGLE LINTELS NOT SHOWN TO CONFORM WITH TABLE 8.2 IN AS 4773.2 - 2010 (MASONRY IN

SMALL BUILDINGS) OR TABLE BELOW.8. BOTTOM FLANGE OF TEE LINTEL TO BE 180 WIDE FOR 190 WIDE BRICKWORK.9. FOR LINTELS OR BUILT-IN ACCESSORIES WITHIN 1km OF THE COAST: REFER TO AS/NZS 2699

PART 1, 2 & 3 FOR ADDITIONAL STEEL DURABILITY TREATMENT REQUIREMENTS.10. FULLY WELD LINTELS TO COLUMNS WHERE COLUMNS OCCUR WITHIN BEARING LENGTH.11. STEEL LINTELS SHALL BE PROPPED DURING CONSTRUCTION OF MASONRY & FOR AT LEAST 7

DAYS THEREAFTER.

L2 - 200 x 10 (V) 200 x 10 (B)

L3 - 300 x 12 (V) 200 x 10 (B)

LINTELS (AS PER TABLE 8.2 IN AS4773.2-2010)

MINIMUM BEARINGLENGTHS FOR LINTELS

OPENING (mm) MINIMUM BEARINGLENGTH (mm)

UP TO 1000 100OVER 1000 150

MASONRYUNITS

TYPICAL SECTION

600

MAX

MORTARPACKING

25mmMAX

• THIS TABLE IS BASED ON THE LINTEL BEINGPROPPED FOR AT LEAST SEVEN DAYS.

MAXIMUM OPENING WIDTHS FORCOMMON STEEL LINTELS (mm)

STEELSECTION

SHEETROOF

75 x 8 FMS 700100 x 10 FMS 90090 x 90 x 6 EA 220090 x 90 x 8 EA 2350100 x 100 x 6 EA 2400100 x 100 x 8 EA 2550

3450150 x 90 x 8 UA

INDICATES BOX GUTTER

LEGEND

COLUMNSRC1 - 75 x 4 SHS: REFER TO DETAIL ON SHEET S5

BEAMSRB1 - 150 PFCRB2 - 170 x 63 LVLRB3 - 125 VERT. 75 x 4 RHS: FULLY SITE WELD ENDS TO COLUMN

RB4 - 100 x 6 EA: FIX AS SECT. 3

OTHER

WP1 - 140 x 45 MGP10 WALL PLATE FIX TO BRICKWORK VIA HILTI HIT HY70 M10 ANCHORS AT 600 c/c (U.N.O.) FIX TO STUD WALL AS SECT. 2WP2 - 120 x 45 MGP10 WALL PLATE. FIX TO BRICKWORK VIA HILTI HIT HY70 M10 ANCHORS AT 600 c/cJ1 - C15019 JOISTS AT 450 CTS

FB1 - 200 PFCBR1 - ROOF BRACING: SEE TIMBER NOTE 12

PURLINS

P1 - 140 x 45 MGP10 AT 900c/c MAX

P2 - 120 x 45 MGP10 AT 900c/c MAX

P3 - 120 x 45 MGP10 AT 600c/c MAX

ROOF PLAN NOTES

• MINIMUM STEEL TO STEEL CONNECTION EX 10 PLATE & 2-M16 8.8/SBOLTS OR 6mm GP CONTINUOUS FILLET WELD (UNO).

• MINIMUM TIMBER TO STEEL CONNECTION VIA EX 8 PLATE ANGLE& 2M16 BOLTS TO EACH BEAM (UNO).

METAL DECK ROOFTEE LINTEL & ROOF FRAMING PLAN

TIMBER NOTES1. ALL TIMBER WORKS TO BE CARRIED OUT IN ACCORDANCE WITH THE RESIDENTIAL

TIMBER-FRAMED CONSTRUCTION CODE AS 1684.2 & THE TIMBER STRUCTURES CODE AS1720.1.REFER TO SECTION 9 OF AS1684.2 FOR ALL TIMBER FIXING & ANCHORAGE DETAILS (UNO).

2. FIX ALL RAFTERS TO WALL PLATES & BEAMS VIA TIMBER FRAMING CONNECTORS.3. FIX ALL UNDERPURLINS & STRUTS VIA PRYDA CYCLONE STRAPS AT EACH END & AT SUPPORTS.4. FIX TIMBER BEAMS TO TIMBER BEAMS VIA EX 8 PLATE ANGLE & 2M16 BOLTS TO EACH BEAM

(UNO).5. FIX TIMBER BEAMS TO STEEL BEAMS VIA EX 8 PLATE & 2M16 BOLTS (UNO).6. ALL TIMBER PLATES ON STEEL BEAMS TO BE FIXED VIA M10 BOLTS AT 900 CTS.7. ANCHOR ALL EXTERNAL PERIMETER WALL PLATES ON BRICK WALLS VIA 30mm x 0.8mm

GALVANISED IRON STRAPS AT 1200 CTS. (MAXIMUM) x 1500 LONG. WITH 60mm BOTTOMEMBEDMENT INTO THE BRICKWORK. WHERE OPENINGS OCCUR WITHIN THE WALL, WELD BASEOF STRAP TO LINTEL. STRAPS TO BE TENSIONED PRIOR TO FIXING.

8. TIMBER FRAMING CONNECTOR MEANS A MANUFACTURED CONNECTOR SYSTEM FOR TIMBERJOINTS FORMED FROM 1.2mm MIN THICKNESS GALVANISED STEEL & PUNCHED TO TAKE ATLEAST 3-2.8mm DIAMETER x 30mm LONG NAILS TO EACH FIXING PLATE OF THE CONNECTOR. EG. TRIP-L-GRIP.

9. ALL EXTERNAL TIMBERS ARE TO BE TREATED FOR DURABILITY IN ACCORDANCE WITH AS1684.2(APPENDIX C)

10. PROVIDE APPROVED DIAGONAL WALL BRACING TO STUD WALLS AS PER AS1684 WHERE NOTEDON PLAN OR AT LEAST AT: A) CORNER OF ALL EXTERNAL STUD WALLS & B) WHERE INTERNAL STUD WALLS ABUT EXTERNAL WALLS.

11. ALL VERTICAL STUDS ABUTTING STEEL COLUMNS ARE TO BE FIXED VIA 14 GAUGE TEKS SCREWSAT 400c/c MAX

12. ROOF BRACING: BR1 - 32 x 1.2mm THICK. PRYDA STRAP BRACE (OR EQUIVALENT TO BEAPPROVED BY ENGINEER): TURN DOWN & FIX ENDS VIA 3 No. 35 Ø3.15mm PRYDA TIMBERCONNECTOR NAILS (UNO) & TENSION WITH APPROVED TENSIONERS. THEN FIX TO EVERYSECOND CEILING JOIST OR RAFTER (AS APPLICABLE) VIA 2 No. 35 Ø3.15mm PRYDA TIMBERCONNECTOR NAILS (UNO).

L1WP1

WP1

WP1

WP1

WP1

WP1WP1

WP2

WP2

WP1

WP1

WP1

WP1

WP1

WP1

RB2

RB2

RB1

P1

P1

P1

P3

P1

P2

P1

P1

P1

P1

P3

L1 - 150 x 10 (V) 200 x 10 (B)

L1L1

L1 CURVED

L1 CURVED

L2 L2

RC1RC1

L1

FB1

FB1

FB1

J1

RC11--

FB1

RC1

FB1

BEHIND FB1

BEHIND

EX 10 CAPPLATE & 2-M168.8/S BOLTS

EX 10 BASE PLATE& 2-M16 8.8/SBOLTS

STUDWALL ASARCH' DWG &AS1684

CEILING

CEILING

DRAINAGE, FALLS ANDWATERPROOFING TOTERRACE AS ARCHITECTURALDRAWINGS (TYPICAL)P1

P1 (TYP.)

RB2

P1 P1RB1 BEYOND

WP1

WP1

S E C T I O N 1 --

2--

J1

FB1

FB1

STUDWALL ASARCH' DWG &AS1684

CEILING

CEILING

DRAINAGE, FALLS ANDWATERPROOFING TOTERRACE AS ARCHITECTURALDRAWINGS (TYPICAL)

P1

P1 P1 P1

RB2

P1 P1

WP1

WP1

S E C T I O N 2 --

EX 8 CLEAT & 2-M12 BOLTS(TYP.)

L2 L2

BALUSTRADE ASARCH'L DWG (TYP.)


3--

FB1 FB1

DRAINAGE, FALLS ANDWATERPROOFING TOTERRACE AS ARCHITECTURALDRAWINGS (TYPICAL)

EX 10 ANGLE PLATE& 2-M16 BOLTS

FB1

FIX FB1 TO FB1 VIA EX10 CLEAT & 2-M16 8.8/SBOLTS (TYP.)

PROVIDENON-SHRINKGROUT

S E C T I O N 3 --

P1 P1P1P1P1

PROVIDENON-SHRINKGROUT

FLASHING & ROOFINGAS ARCH'L DWG (TYP.)

RB2RB2

A/C RISER

4--

RB4

FIRST FLOOR

S E C T I O N 4 --

WP1

P1

P3

WP1

WP1

WP1

WP1

P1

WP1

RB1

P1

WP1

P2

WP2

WP2




FIX WP1 TO EACHVERTICAL STUDS VIAM8 COACH SCREW(TYP.)

FIX P1 TO WP1 VIATIMBER FRAMINGANCHORS (TYP.)

FIX WP1 TO EACHVERTICAL STUDS VIA M8COACH SCREW(TYP.)

FIX P1 TO WP1/RB2VIA TIMBER FRAMINGANCHORS (TYP.)


FIX RB2 TO VERTICALSTUDWALL VIA 2-M8COACH SCREWS(TYP.)

FIX P1 TO RB2 VIAPRYDA TRIP-L-GRIP(TYP.)


RC1RC1

RC1RC1

RC1

RC1

RC1

RC1

L1

BR1 (TYP.)

RB3

RB3

RB3

RB3

L5 - 250 x 10 (V) 200 x 10 (B) (SEE DWG S5)

L4 - 300 x 12 (V) 250 x 10 (B) (SEE DWG S3)

FIX P1 TO RB1 VIAEX 8 CLEAT & 2-M12BOLTS (TYP.)

FIX P2 TO WP2VIA TIMBER FRAMINGANCHORS (TYP.)

FIX WP1/WP2 TOBRICKWALLVIA HILTI HIT HY270M12 ANCHORS(TYP.)

RB1

DN

RC1

OF TREADS AND RISERS & DIMENSIONS TO STEPS.* REFER TO ARCHITECTURAL DWG'S FOR EXACT NUMBER

STAIR 3 SECTION

STAIR 3

FLOORING ASARCH'L DWG



ST1 - 200 x 100 x 6 RHS STRINGER (SEE STAIR 3)

FIX FB1 TO RB1 VIA EX10 PLATE & 2-M16 8.8/SBOLTS

FIX P1 TO WP1VIA TIMBER FRAMINGANCHORS (TYP.)

D/S D/S

D/S - DOUBLE STUDS

FIX FB1 TO FB1 VIA EX10 CLEAT & 2-M16 8.8/SBOLTS (TYP.)

D/S

EX 8 PLATE & 2-M12BOLTS

RC1

RC1


JOISTS NOT SHOWNFOR CLARITY

BEAMS BELOWAS SHEET S5

FIX TIMBER PLATE TO EACHSTUD WALL VIA M8 COACHSCREW AT EACH STUD(TYP.)

R12 STAINLESSSTEEL ROD x 1500LG WITH 150 SQ. x 6WELDED STAINLESSSTEEL PLATE.THREAD TOP & & FIXTO RB4 OVER

RC2

RC2 - 75 x 4 SHS: FULLY WELDED TO TOP OF FB1

RC3 - 75 x 6 SHS: REFER TO NOTES ON SHEET S1

RC2

RB1

FIX WP1 ASSECT. 2 (TYP.)

M10 CHEMICALANCHORS AT 750 CTS(TYP.)

WELD 10Ø THREADEDROD TO LINTEL AT 750CTS FOR TIMBER WALLPLATE FIXING.


RC2

FIX BOTTOM PLATE VIAM10 BOLTS AT 750 CTS

FULLY WELD RC2 TOFB1. FIX VERTICALSTUDS TO RC2 VIA 6ØTEKS SCREWS AT 300CTS.

EX 5 SEAL PLATE (TYP.) EX 5 SEALPLATE (TYP.)

RC2 (BEYOND)FULLY WELD RC2TO FB1.

8Ø COACH SCREW TOEACH STUD (TYP.)

WP1 BEYOND

RB1 (BEYOND)

EX 10 PLATE &2-M16 8.8/S BOLTS




RC3 RC3

ADD EXTRA P2 AND FIX TO TOP OFRC3 VIA EX 8 PLATE & 2-M12 BOLTS

FULLY WELD TOP TO LINTEL

B

50

ST1

EX 10 TEEPLATE

100 x 4 SHS

TREADS ASARCHITECTURALDRAWINGS

200

VIEW - Y

J1

FB1

LINE OFBALUSTRADEBEYOND

EX 10 PLATE WELDED TO ST1FIX TO SUSPENDED SLAB VIA4-M12 CHEMICAL ANCHORS

FULLY SITE WELDST1 TO FB1

FULLY WELD ST1AT CRANK (CBPW)

ST1

ST1

SUSP'D SLAB


CEILING

75 x 6 EA (TYP.)

RECE

SS A

SAR

CH'L

DWG

EX 8 PLATE &2-M12 BOLTS

TIMBER TREADS ASARCHITECTURALDRAWINGS

Y

B

75

100

75ST1

B

B

WP1

WP1

RB4

RB4

B

BB

B

P3:- FIX TO RB4 VIAEX 6 PLATE &2-M12 BOLTS

FIX RB4 TO SLAB SOFFIT VIAHILTI HSL-3 M12 ANCHORS AT400 CTS. PACK BELOW SLABTO SUIT BOX GUTTER DEPTH

BOX GUTTER ASARCH'L DWG

B

B

RB1OVERCONTIN

R12 ANCHOR RODAS SECT. 3

125

NO CHANGES

NO CHANGES

NO CHANGESNO CHANGES

Documents

Structural Contract - Alita Constructions