copyright structerre wba pty. ltd.: these drawings …

INDEX TO SHEETSSHEET TITLE

S-000 COVER SHEET & DRAWING LIST

S-001 GENERAL NOTES

S-101 SLAB PLAN

S-102 FOOTING AND SLAB DETAILS - SHEET 1





S-107 RECTIFICATION DETAILS

S-108 SURFACE DRAINAGE DETAILS

S-109 PLUMBING ARTICULATION DETAILS - SHEET 1

S-110 PLUMBING ARTICULATION DETAILS - SHEET 2

S-400 STEEL BEAM PLAN - SHEET 1

S-401 STEEL BEAM PLAN - SHEET 2

S-402 TYPICAL STEEL CONNECTION DETAILS

S-500 GROUND FLOOR - BRACING PLAN

S-501 FIRST FLOOR - BRACING PLAN

S-502 BRACING DETAILS

S-600 TIE DOWN TABLE

S-601 TIE DOWN DETAILS

WA | QLD | NSW | VICwww.structerre.com.au

LOT 94 #14 TORVILLE ROADPORTER DAVIS HOMES

GERVASE PURICH

SHERATON GRANGE 54 - FLINDERS23/08/2021

2 3.21.476

RPEQ NO. 11656CIVIL ENGINEER

CLIENT SHEET PROJECT ADDRESSAPPROVED REVISION

DATE

PROJECT NO.

SHEET NO.UNDERWOOD QLD 4119QP - 129540 S-000

DESIGNED BY

CHECKED

DM

DVHCOVER PAGE

IMPORTANT NOTE:IT IS THE RESPONSIBILITY OF THE CLIENT IN CONSULTATION WITH THEIR BUILDER TO CHECK AND VERIFYTHE BUILDABILITY OF THE DESIGN AS PRESENTED AND REFER ANY CONCERNS BACK TO THE ENGINEERPRIOR TO CONSTRUCTION. THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE PROJECTARCHITECTURAL AND OTHER CONSULTANTS DRAWINGS AND SPECIFICATIONS.

IT IS ASSUMED THAT THE USER OF THESE DETAILS HAS A LEVEL OF FAMILIARITY AND COMPETENCY TOUNDERSTAND AND EXECUTE THE WORKS.

AT ALL TIMES COMMON SENSE IS TO BE USED. IF EVER IN DOUBT, ASK!

COPYRIGHT STRUCTERRE WBA PTY. LTD.: THESE DRAWINGS ARE SOLE PROPERTY OF STRUCTERRE WBA PTY. LTD. AND MAY NOT BE USED IN WHOLE OR IN PART WITHOUT WRITTEN OR FORMAL PERMISSION FROM STRUCTERRE WBA PTY. LTD.

2

1-2-063765488309-0000000-09388-000052243031302


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

MAX SPACING OF ARTICULATION JOINTS TO AS 4773 (UNREINFORCED MASONRY) U.N.O

SITE CLASS CONSTRUCTION & SURFACE FINISH10mm JOINT SPACING (m)

< 4m HIGH 4m TO 8.5mA & S EXPANSION JOINTS ONLY 7.0 6.0

M, M-DEXTERNAL FACE FINISH 6.0 4.2EXTERNAL RENDERED/PAINTED 5.5 3.9

H1, H2, H1-D,H2-D

EXTERNAL FACE FINISH 5.0 3.5EXTERNAL RENDERED/PAINTED 4.5 3.2

P, E, E-D REFER NOTE 2 / LOCATIONS 4.0 U.N.O 3.0 U.N.ONOTES:1. THE SITE CLASS REFERS TO THE SOIL CLASSIFICATION AS DEFINED IN AS 28702. JOINTS ON CLASS E, E-D & P SITES, REFER TO ENGINEER FOR ADVICE3. IF 15mm JOINTS ARE TO BE USED, SPACINGS MAY BE RELAXED AS PER AS 4773

REINFORCEMENT BAR N12 N16 N20 N24

LAP LENGTH 400 600 700 800

ENVIRONMENT (EXPOSURECLASS AS PER AS 2312

STRUCTURAL MEMBERS (NOT BUILT INTOMASONRY/CONCRETE) LINTELS (BUILT INTO

MASONRY OR CONCRETE)INTERNAL EXTERNAL

VERY LOW 0 - -

LOW 0 1 2

MEDIUM 0 2 3

HIGH 1 3 4

VERY HIGH 1 4 5

PROTECTIVE COATING SPECIFICATION TO AS 2699.3

ELEMENT SLUMP AGG CONCRETE GRADE COVER U.N.O (mm)

SLABS ON GROUND 100mm 20mm 20N20 TOP

30 BTM. & SIDES40 TOP (EXT.)

FOOTINGS 100mm 20mm 20N 50 TYPICAL

SUSPENDED SLAB 80mm 20mm 32N30 TOP & SIDES

20 BTM.BEAMS 80mm 20mm 32N 45 TYPICAL

STAIRS 80mm 20mm 32N45 TOP35 BTM.

WALLS 80mm 20mm 32N30 SIDES (INT.)40 SIDES (EXT.)

COLUMNS 80mm 20mm 32N 40 TYPICAL

GENERAL NOTES

COPYRIGHT STRUCTERRE WBA PTY. LTD.: THESE DRAWINGS ARE SOLE PROPERTY OF STRUCTERRE WBA PTY. LTD. AND MAY NOT BE USED IN WHOLE OR IN PART WITHOUT WRITTEN OR FORMAL PERMISSION FROM STRUCTERRE WBA PTY. LTD.GENERAL NOTES:G.1. THESES DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL ARCHITECTURAL & OTHER CONSULTANTS DRAWINGS &

SPECIFICATIONS & WITH SUCH OTHER WRITTEN INSTRUCTIONS AS MAY BE ISSUED DURING THE COURSE OF THE CONTRACT. ALLDISCREPANCIES SHALL BE REFERRED TO THE ARCHITECT/ENGINEER FOR DECISION BEFORE PROCEEDING WITH THE WORK.

G.2. DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE STRUCTURAL DRAWINGS.G.3. SETTING OUT DIMENSIONS SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY THE BUILDER.G.4. DURING CONSTRUCTION THE STRUCTURE SHALL BE MAINTAINED IN A STABLE CONDITION & NO PART SHALL BE OVERSTRESSED.G.5. ALL WORKMANSHIP & MATERIALS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE CURRENT EDITIONS OF THE AS

CODES & THE BY-LAWS & ORDINANCES OF THE RELEVANT BUILDING STATE AUTHORITY.G.6. THIS REPORT IS BASED ON INFORMATION SUPPLIED BY THE CLIENT. IF ANY ASPECT OF THE SITE PREPARATION OR PROPOSED

CONSTRUCTION CHANGES FROM THAT ORIGINALLY ADVISED, THE ENGINEER MUST BE NOTIFIED SO THAT ANY NECESSARYAMENDMENTS CAN BE MADE.

G.7. DEVELOPMENT APPLICATION DECISION NOTICE - FOR WORK REQUIRING BUILDING APPROVAL, THE DEVELOPMENT APPLICATIONDECISION NOTICE, ISSUED BY THE COUNCIL OR BUILDING CERTIFIER MUST BE FORWARDED TO STRUCTERRE PRIOR TOARRANGING ANY INSPECTIONS WITH THIS OFFICE.

G.8. THE ENGINEER'S APPROVAL SHALL BE SOUGHT PRIOR TO MAKING ANY SUBSTITUTIONS.SITE CLASSIFICATION NOTES:

C.1. THIS DESIGN HAS BEEN BASED UPON INFORMATION PROVIDED TO OUR OFFICE &/OR GATHERED BY OUR STAFF.C.2. THIS DESIGN HAS BEEN PREPARED IN ACCORDANCE WITH AS 2870 & RELEVANT STATE LEGISLATION.C.3. SHOULD SOIL CONDITIONS ENCOUNTERED ON SITE DIFFER SIGNIFICANTLY FROM THOSE INDICATED IN THE SOIL TEST NOTED IN

THIS DESIGN, THE ENGINEER MUST BE NOTIFIED BEFORE PROCEEDING AS THE SITE CLASSIFICATION MAY NEED REVISING &MODIFICATIONS TO THE DESIGN MAY BE REQUIRED.

C.4. THIS SITE INVESTIGATION MAY BE RENDERED IRRELEVANT IF THE LOCATION OF THE PROPOSED STRUCTURES VARY FROM THATSPECIFIED AT THE TIME OF THE THIS DESIGN. THIS DESIGN RELATES TO THE CONDITIONS EXISTING ON THE LAND AT THE TIME OFTHE SITE INVESTIGATION. THIS DESIGN IS BASED UPON THE PROPOSED CUT/FILL INFORMATION PROVIDED BY THE CLIENT. ANYUNADVISED EXTENSIVE CUTTING OR FILLING MAY RENDER THIS DESIGN IRRELEVANT.

C.5. WHILE A REASONABLE EFFORT IS MADE TO ASSESS THE SITE'S SUITABILITY FOR THE PROPOSED CONSTRUCTION, THIS DESIGNDOES NOT TAKE INTO ACCOUNT SLOPE STABILITY. IF REQUIRED BY THE COUNCIL, A SUITABLY QUALIFIED PERSON SHOULD BEENGAGED TO UNDERTAKE A SLOPE STABILITY ASSESSMENT.

MISCELLANEOUS NOTES:M.1. WHERE TERMITE PROTECTION IS REQUIRED, INSTALL IN ACCORDANCE WITH AS 3660. BUILDER SHALL CONFIRM WITH OWNER TO

PREFERRED METHOD OF TERMITE MANAGEMENT. OWNER IS RESPONSIBLE FOR ONGOING INSPECTION OF STRUCTURALELEMENTS & ENSURING THAT TERMITE MANAGEMENT SYSTEMS ARE NOT BREACHED.

M.2. THE RECOMMENDED DISTANCE THAT A NEW TREE SHOULD BE LOCATED FROM A DWELLING WOULD NE EQUAL OR GREATER THAN75% OF THE MATURE HEIGHT FOR CLASS 'M' SITES. 100% OF THE MATURE HEIGHT FOR CLASS 'H1' & 'H2' SITES, 150% OF THEMATURE HEIGHT FOR 'E' CLASS SITES.

M.3. SUITABLE QUARRY PRODUCT (20-80mm MAX. IN DEPTH) MAY BE USED AS LEVELLING/BEDDING LAYER TO LEVEL THE BUILDINGPLATFORM PRIOR TO SLAB CONSTRUCTION. THE BEDDING LAYER SHALL BE COMPACTED TO THE SATISFACTION OF THE BUILDINGINSPECTOR.

DRAINAGE NOTES:D.1. ALL WORKMANSHIP & MATERIAL SHALL BE IN ACCORDANCE WITH AS 2870.D.2. DRAINAGE SHALL BE CONSTRUCTED TO AVOID WATER PONDING AGAINST OR NEAR THE FOOTING. THE GROUND IN THE

IMMEDIATE VICINITY OF THE PERIMETER FOOTING, INCLUDING THE GROUND UPHILL FROM THE SLAB ON CUT & FILL SITES,SHALL BE GRADED TO FALL 50mm MINIMUM AWAY FROM THE FOOTING OVER A DISTANCE OF 1.0m SURFACE OR SUBSURFACEDRAINS SHALL BE USED TO CHANNEL WATER AWAY & CONNECT TO STORMWATER SYSTEM. ANY PAVING SHALL ALSO BESUITABLY SLOPED. ATTENTION TO SITE GRADING/SITE DRAINAGE IS REQUIRED FROM THE START OF CONSTRUCTION.

D.3. WHERE FILLING IS PLACED ADJACENT TO THE BUILDING, THE FILLING SHALL BE COMPACTED & GRADED TO ENSURE DRAINAGEOF WATER AWAY FROM THE FOOTINGS.

D.4. DISCHARGE FROM THE DOWNPIPES MUST BE DIRECTED AWAY FROM THE BUILDING DURING CONSTRUCTION TO ENSURE WATERDOES NOT DISCHARGE OR POND ADJACENT TO THE FOOTINGS.

D.5. PLUMBING TRENCHES SHALL BE SLOPED AWAY FROM THE HOUSE & SHALL BE BACKFILLED WITH CLAY IN THE TOP 300mmWITHIN 1.5m OF THE HOUSE. THE CLAY USED FOR BACKFILL SHALL BE COMPACTED. WHERE PIPES PASS UNDER THE FOOTINGSYSTEM, THE TRENCH SHALL BE BACKFILLED WITH MOIST CLAY OR BENTONITE AT THE HIGH END OF THE FLOW TO RESTRICT THEINGRESS OF THE WATER BENEATH THE FOOTING SYSTEM.

D.6. EXCAVATIONS NEAR THE EDGE OF THE FOOTINGS SYSTEM SHALL BE BACKFILLED IN SUCH A WAY AS TO PREVENT ACCESS OFWATER TO THE FOUNDATION. FOR EXAMPLE, EXCAVATIONS SHOULD BE BACKFILLED ABOVE OR ADJACENT THE FOOTING WITHMOIST CLAY, COMPACTED BY HAND-RODDING/TAMPING. POROUS MATERIAL SUCH AS SAND, GRAVEL OR BUILDING RUBBLESHOULD NOT BE USED.

D.7. WATER RUN-OFF SHALL BE COLLECTED & CHANNELED AWAY FROM THE HOUSE DURING CONSTRUCTION.D.8. PENETRATIONS OF THE EDGE BEAMS & FOOTING BEAMS ARE TO BE AVOIDED, BUT WHERE NECESSARY SHALL BE SLEEVED TO

ALLOW FOR MOVEMENT.D.9. CONNECTION OF STORMWATER DRAINS & WASTE DRAINS SHALL INCLUDE FLEXIBLE CONNECTIONS (AS NECESSARY).D.10. ADDITIONAL PLUMBING REQUIREMENTS ARE NEEDED FOR MODERATELY, HIGHLY & EXTREMELY REACTIVE SITES IN

ACCORDANCE WITH CLAUSE 6.6(f) FROM AS 2870.D.11. PLUMBING & DRAINAGE UNDER THE SLAB SHOULD BE AVOIDED WHERE PRACTICAL. REFER AS 2870 CLAUSE 5.6.4 (d).D.12. ALL PIPEWORK INCLUDING STORMWATER FITTINGS & ADAPTERS SHOULD BE PROTECTED FROM MECHANICAL DAMAGE.D.13. PROVISIONS SHOULD BE MADE FOR THE CONNECTION OF THE OVERFLOW OR WATER DISCHARGE FROM FIXTURES SUCH AS HOT

WATER SYSTEMS & AIR CONDITIONERS TO A DRAIN AS REQUIRED BY THE RELEVANT LOCAL AUTHORITY.PROPERTY MAINTENANCE NOTES:

P.1. THIS DESIGN IS BASED UPON THE NORMAL FOOTING PERFORMANCE CRITERIA PROVIDED IN TABLE 2.2 OF AS2870-2011 WITHDAMAGE CATEGORIES DETAILED IN APPENDIX C. IF THESE PERFORMANCE CRITERIA IS UNSUITABLE FOR THIS DWELLING PLEASECONSULT THIS OFFICE FOR

P.2. APPENDIX A OF OF AS 2870 DEFINES THE OWNER AS THE PERSON OR ORGANISATION RESPONSIBLE FOR THE MAINTENANCE OFTHE BUILDING & THE SITE.

P.3. THE OWNER'S ATTENTION IS DRAWN TO APPENDIX B 'PERFORMANCE CRITERIA & FOUNDATION MAINTENANCE' & APPENDIX C'CLASSIFICATION OF DAMAGE DUE TO FOUNDATION MOVEMENTS' OF AS 2870-2011.

P.4. WE ALSO DIRECT THE OWNER TO THE CSIRO PUBLICATION BTF 18 'FOUNDATION MAINTENANCE & FOOTING PERFORMANCE: AHOMEOWNER'S GUIDE'. COPIES OF THIS PUBLICATION ARE AVAILABLE FROM CSIRO PUBLISHING ON PH: 1300-788-000 OR ATHTTP://WWW.PUBLISH.CSIRO.AU/PID/7076.HTM. THIS REPORT MAY BE RENDERED INVALID IF THE PROPERTY IS NOTMAINTAINED AS RECOMMENDED IN THIS PUBLICATION.

P.5. THE LONG TERM PERFORMANCE OF THE FOOTINGS AS DESIGNED IS DEPENDANT ON THE ONGOING SITE MAINTENANCE BYOWNER INCLUDING FACTORS SUCH AS SITE DRAINAGE, VEGETATION & WATERING OF AREAS ADJACENT TO THE DWELLING.

P.6. WATERING OF LAWNS & GARDENS SHOULD BE CONSISTENT. OVER WATERING CAN DAMAGE FOOTINGS. EQUALLY FOOTINGS MAYBE DAMAGED BY PROLONGED PERIODS OF NEGLECT AFTER YEARS OF CAREFUL WATERING. LEAKING TAPS & PIPES & BLOCKEDDRAINS SHOULD BE REPAIRED PROMPTLY. PROLONGED NEGLECT CAN LEAD TO DAMAGED FOOTINGS.

P.7. IT IS HIGHLY RECOMMENDED THAT CONCRETE PAVING BE INSTALLED AROUND THE ENTIRE PERIMETER OF THE DWELLING. ALLCONCRETE PATHS THE GROUND ON WHICH THEY ARE LAID SHALL SLOPE AWAY FROM THE BUILDING & BE DRAINED. DRAINAGEIN THE FORM OF SPOON DRAINS &/OR PITS, CONNECTED TO A LEGAL POINT OF DISCHARGE SHALL BE PROVIDED. ALL CONCRETEPATHS SHALL BE SEPARATED FROM STRUCTURES WITH A 10MM LAYER OF "ABLEFLEX" OR SIMILAR.

P.8. WHERE SEAL COATS HAVE BEEN APPLIED TO EXTERNAL SLABS WITHIN 1KM OF SALT WATER, THE CONDITION OF THE SEALANT ISTO BE MONITORED & MAINTAINED THROUGH THE LIFE OF THE SLAB.

P.9. AS PER CLAUSE 1.3.1 BUILDINGS DESIGNED & CONSTRUCTED TO AS 2870 ON A NORMAL SITE DOES NOT GUARANTEE A DISTRESSFREE DWELLING. BUILDINGS ARE EXPECTED TO EXPERIENCE EITHER NO DAMAGE, A LOW INCIDENCE OF DAMAGE CATEGORY1 & OCCASIONAL INCIDENCE OF DAMAGE CATEGORY 2 AS SHOWN IN TABLE BELOW.

FOUNDATIONS & FOOTINGS:F.1. FOOTINGS SHALL BE PLACED CENTRALLY UNDER WALLS & COLUMNS UNLESS OTHERWISE NOTED.F.2. ALL WORKMANSHIP & MATERIALS SHALL BE IN ACCORDANCE WITH AS 2870 & NATIONAL CONSTRUCTION CODE (N.C.C.)F.3. THE FOOTING DETAILS SHOWN ARE FOR THE SITE CLASSIFICATION STIPULATED. WHILST EVERY CARE HAS BEEN TAKEN TO

VERIFY THAT THE INFORMATION SHOWN IS CORRECT, STRUCTERRE CONSULTING ENGINEERS TAKE NO RESPONSIBILITY FORVARIATIONS WHICH MAY OCCUR DUE TO VARIATIONS IN SITE CONDITIONS.

F.4. FILL USED IN THE CONSTRUCTION OF A SLAB EXCEPT WHERE THE SLAB IS SUSPENDED SHALL CONSIST OF A CONTROLLED FILLOR ROLLED FILL IN ACCORDANCE WITH AS 2870:

F.4.1. ROLLED FILL CONSISTS OF MATERIAL COMPACTED IN LAYERS BY REPEATED ROLLING WITH AN EXCAVATOR. ROLLED FILLSHALL NOT EXCEED 600MM COMPACTED IN LAYERS NOT MORE THAN 300MM FOR SAND MATERIAL OR 400MM COMPACTEDIN LAYERS NOT MORE THAN 150MM FOR OTHER MATERIAL.

F.4.2. CONTROLLED FILL CONSISTS OF WELL GRADED SAND FILL UP TO 800MM DEEP, WELL COMPACTED IN NOT MORE THAN300MM LAYERS BY VIBRATING PLATE OR VIBRATING ROLLER. NON SAND FILL UP TO 400MM DEEP, WELL COMPACTED INNOT MORE THAN 150MM LAYERS BY A MECHANICAL ROLLER, CLAY FILL SHOULD BE MOIST DURING COMPACTION. THEDEPTHS OF FILL GIVEN ABOVE ARE DEPTHS MEASURED AFTER COMPACTION. FOR COMPACTED DEPTHS GREATER THANTHAT GIVEN ABOVE THE FILL SHALL BE SUBJECT TO CONTROL & TESTING. IF TEST FAILS THEN PIERS ARE REQUIRED.CONTACT THIS OFFICE PRIOR TO FURTHER CONSTRUCTION.

F.5. TOP SOIL CONTAINING GRASS ROOTS OR OTHER ORGANIC MATERIAL SHALL BE REMOVED FROM THE AREA ON WHICH THE SLABIS TO REST.

F.6. IF ANY FOOTING IS LOCATED SUCH THAT A LINE DRAWN AT 45 DEGREES (FOR CLAY & 30 DEGREES FOR SAND) FROM ITS BASEINTERSECTS A PRIVATE SERVICE TRENCH, THEN PIERS ARE REQUIRED. REFER TO THE PRIVATE TRENCH SERVICE DETAIL FOREXAMPLE.

F.7. FOOTING & SLAB PIERS ARE REQUIRED WHERE UNCONTROLLED FILL UNDER THE EDGE BEAM/SLAB IS PRESENT.F.8. WHERE PIERS ARE USED TO SUPPORT A SLAB ON UNCONTROLLED FILL, PLUMBING & DRAINAGE PIPES FOUNDED WITHIN SUCH

FILL SHALL BE HUNG FROM THE SLAB MESH WITH CORROSIVE RESISTANT STRAPS.F.9. FOR SATISFACTORY RESULTS, CONCRETE MUST BE CURED FOR AT LEAST 7 CURING MAY BE ACHIEVED BY KEEPING THE CONCRETE

MOIST, BY APPLYING A CURING MEMBRANE, OR BY COVERING THE CONCRETE WITH A MOISTURE BARRIER. MANY BUILDERS FINDTHAT THE MOST SATISFACTORY WAY TO CURE A SLAB IS TO COVER IT WITH SHEETS OF POLYETHYLENE AS SOON AS POSSIBLEAFTER FINISHING. IF A SLAB IS MOIST WHEN COVERED & THE POLYETHYLENE IS HELD SECURELY ONTO THE CONCRETE, THISSYSTEM PROVIDES SATISFACTORY CURING OF THE CONCRETE.

ARTICULATED MASONRY NOTES:A.1. THIS DESIGN ASSUMES THAT MASONRY ARTICULATION JOINTS WILL BE INSTALLED TO AS 4773 UNLESS NOTED OTHERWISE. ANY

MASONRY ARTICULATION JOINTS SHALL BE POSITIONED IN ACCORDANCE WITH AS 4773 & AS 3700 SECTION 12.16.4 AND ASFOLLOWS;

A.1.1. MAXIMUM JOINT SPACING = 5.0M U.N.OA.1.2. WITHIN 2.0M - 4.5M OF EXTERNAL CORNERSA.1.3. CHANGES OF WALL HEIGHT & MASONRY WALL THICKNESSA.1.4. JUNCTION OF DIFFERENT MASONRY MATERIALSA.1.5. WHERE OLD BRICKWORK MEETS NEW BRICKWORKA.1.6. ABOVE JOINTS IN FOOTINGS & SLABS & SLIP JOINT LOCATIONSA.1.7. ABOVE JUNCTION OF STRIP FOOTINGS TO SLABSA.1.8. FOR MASONRY WALLS OVER 3.0M HIGH, REFER ENGINEER.

A.2. WHERE MASONRY ARTICULATION IS SHOWN BESIDE OPENINGS, THE JOINT IS TO CONTINUE BETWEEN THE WINDOW/DOOR FRAME& THE BRICKWORK TO THE FULL HEIGHT OF THE WALL. AT THESE LOCATIONS, THE FRAMES ARE TO BE FIXED WITH FASTENERSTHAT WILL ALLOW MOVEMENT OF THE JOINT.

A.3. TO ENSURE FULL COMPLIANCE WITH AS 4773 & LOCAL REQUIREMENTS (I.E. QBCC SUBSIDENCE POLICY) STRUCTERRERECOMMENDS A MASONRY ARTICULATION LAYOUT IS PREPARED PER DESIGN. THE TABLE BELOW IS TO BE CONSIDERED ONLY IFNO PLAN IS PROVIDED BY AN ENGINEER.

CONCRETE WORK:C.1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS 3600 & AS 2870. U.N.OC.2. CONCRETE QUALITY FOR CEMENT TYPE A & EXPOSURE CLASSIFICATION A1 SHALL BE AS TABULATED AND SHALL BE VERIFIED BY

TESTS (REFER TABLE BELOW). U.N.O, SEE SLAB PLAN FOR A2, B & C CATEGORIES.

C.3. SAMPLE AND TEST IN ACCORDANCE WITH AS 3600.C.4. CONSOLIDATE BY VIBRATION.C.5. THOROUGHLY SCABBLE CONCRETE ON WHICH NEW CONCRETE IS TO BE POURED.C.6. ALL CONCRETE SHALL BE PLACED AND CURED IN ACCORDANCE WITH AS3600. WHERE CURING COMPOUNDS ARE USED IT MUST BE

APPLIED AS FOLLOWS:C.6.1. ONTO SLAB WITHIN 2HRS OF FINISHING OPERATION.C.6.2. ONTO WALLS AND COLUMNS IMMEDIATELY AFTER REMOVAL OF FORMWORK.

C.7. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF APPLIED FINISHES.C.8. CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE TO THE APPROVAL OF THE ENGINEER.C.9. BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB THICKNESS, IF ANY.C.10. CONCRETE SHALL BE KEPT FREE OF SUPPORTING BRICKWORK WITH 2 LAYERS OF MALTHOID. HORIZONTAL FORMWORK SHALL BE

STRIPPED WHEN APPROVED BY THE ENGINEER.C.11. SLABS ON GROUND SHALL BE PROVIDED WITH A VAPOUR BARRIER IN ACCORDANCE WITH AS 2870.C.12. U.N.O NO ALLOWANCE HAS BEEN MADE FOR STACKED MATERIALS OR MACHINERY ON THE CONCRETE STRUCTURE.C.13. NO HOLES OR CHASES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE ELEMENTS

WITHOUT THE PRIOR APPROVAL OF THE ENGINEER.C.14. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY, IT IS NOT NECESSARILY SHOWN IN TRUE PROJECTION.C.15. SPLICES IN REINFORCEMENT MADE IN POSITIONS OTHER THAN SHOWN SHALL BE TO THE APPROVAL OF THE ENGINEER. WHERE

THE LAP LENGTH IS NOT SHOWN IT SHALL BE SUFFICIENT TO DEVELOP THE FULL STRENGTH OF THE REINFORCEMENT.C.16. WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED UNLESS SHOWN ON THE STRUCTURAL DRAWINGS.C.17. PIPES OR CONDUITS SHALL NOT BE PLACED WITHIN THE CONCRETE COVER TO REINFORCEMENT WITHOUT THE APPROVAL OF THE

ENGINEER.C.18. ALL REINFORCING BARS SHALL COMPLY WITH AS 4671. ALL FABRIC SHALL COMPLY WITH AS 4671 AND SHALL BE SUPPLIED IN

FLAT SHEETS.C.19. REINFORCEMENT SYMBOLS:

N - DENOTES GRADE D500 HIGH STRENGTH DEFORMED BARS TO AS 4671.R - DENOTES GRADE R250 HOT ROLLED PLAIN BARS TO AS 4671.SL - DENOTES HARD-DRAWN WIRE SQUARE REINFORCING FABRIC TO AS 4671.RL - DENOTES HARD-DRAWN WIRE RECTANGULAR REINFORCING FABRIC TO AS 4671.L - DENOTES HARD-DRAWN WIRE TRENCH MESH TO AS 4671. THE NUMBER IMMEDIATELY FOLLOWING THESE SYMBOLS IS THEBAR DIAMETER IN MILLIMETRES.

C.20. FABRIC/MESH REINFORCEMENT TO BE LAPPED ONE MESH PLUS 30MM. LAPS IN POSITIONS OF MAXIMUM MOMENT ARE NOTPERMITTED.

C.21. ALL REINFORCEMENT SHALL BE FIRMLY SUPPORTED ON INSULATED STEEL, PLASTIC OR CONCRETE CHAIRS GENERALLY AT NOTGREATER THAN 800 CENTRES BOTH WAYS. RODS SHALL BE TIED AT ALTERNATE INTERSECTIONS.

C.22. ALL TENSILE REINFORCEMENT TO BE LAPPED AS SHOWN IN TABLE BELOW:

STRUCTURAL STEELWORK NOTES:S.1. DESIGN CONFORMS TO THE FOLLOWING STANDARDS:

AS 4100 - STEEL STRUCTURES.AS/NZS 4600 - COLD-FORMED STEEL STRUCTURES.FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THEPROVISIONS OF AS 4100.

S.2. ALL STEELWORK SHALL BE TEMPORARILY BUT SECURELY BRACED UNTIL ALL FINAL BRACING, CLADDING AND STABILISINGBRICK OR BLOCKWORK HAVE BEEN COMPLETED, TO MAINTAIN THE STRUCTURE IN A SAFE AND STABLE CONDITION DURINGCONSTRUCTION. ALL BRICK LINTELS TO BE PROPPED AT MID SPAN UNTIL BRICKWORK OVER IS A MINIMUM 3 DAYS OLD.

S.3. BASE PLATES SHALL BE GROUTED BEFORE THE MEMBER IS SUBSTANTIALLY LOADED. GROUT SHALL HAVE A MINIMUMSTRENGTH F'C OF 25 MPA AND SHALL BE DRY PACK MORTAR RAMMED IN, OR AN APPROVED NON-SHRINK GROUT.

S.4. U.N.O. ALL MATERIAL SHALL BE:GRADE 250 HOT-ROLLED PLATES COMPLYING WITH AS/NZS 3678.GRADE 300 UB, UC, PFC, EA, UA, FLATS & ROUNDS COMPLYING WITH AS/NZS 3679.1.GRADE 300 WB, WC COMPLYING WITH AS/NZS 3679.2.GRADE C350 CHS COMPLYING WITH AS 1163.GRADE C450 RHS, SHS COMPLYING WITH AS 1163.

S.5. WELDING SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF AS/NZS 1554.1. WELDING CONSUMABLES SHALL BE GRADEE48XX OR W50X U.N.O. ALL WELDS SHALL BE 6MM CFW SP CATEGORY U.N.O. ALL BUTT WELDS SHALL BE SP CATEGORY U.N.O.INSPECTION IS REQUIRED IN ACCORDANCE WITH AS/NZS 1554.1. ALL GP / SP WELDS SHALL BE 100% VISUALLY SCANNED. SPFILLET WELDS SHALL HAVE 10% VISUAL EXAMINATION U.N.O SP BUTT WELDS SHALL HAVE 50% VISUAL EXAMINATION U.N.O.ALL GP WELDS SHALL HAVE 10% VISUAL EXAMINATION.

S.6. BOLTS SHALL BE M16 DIAMETER U.N.O. BOLT CATEGORY IS TO BE 8.8/S COMPLYING WITH AS 4100, AS/NZS 1252 & AS/NZS4291.1. U.N.O.

S.6.1. PROVIDE DESIGN ENGINEER WITH EVIDENCE OF COMPLIANCE WITH THESE CODES.S.6.2. HOLDING DOWN BOLTS SHALL BE CATEGORY 4.6/S U.N.O.S.6.3. THREADS MAY BE INCLUDED IN THE SHEAR PLANES U.N.O.S.6.4. ALL BOLTS, NUTS AND WASHERS SHALL BE HOT DIP GALVANISED.S.6.5. BOLTS DENOTED 4.6/S ARE COMMERCIAL BOLTS OF STRENGTH GRADE 4.6 TO AS 1111 SNUG TIGHT.S.6.6. BOLTS DENOTED 8.8/S, 8.8/TB AND 8.8/TF ARE HIGH STRENGTH STRUCTURALBOLTS OF STRENGTH GRADE 8.8 TO AS/NZS

1252 & AS/NZS 4291.1.S.6.7. 8.8/S DENOTES BOLTS SNUG TIGHT.S.6.8. 8.8/TB DENOTES BOLTS FULLY TENSIONED IN BEARING, TO AS 4100.S.6.9. 8.8/TF DENOTES BOLTS FULLY TENSIONED IN FRICTION, TO AS 4100 - MATING SURFACES MUST NOT BE PAINTED.

S.7. ALL DETAILS, GAUGE LINES ETC. (WHERE NOT SPECIFICALLY SHOWN) ARE TO BE IN ACCORDANCE WITH AISC PUBLICATIONS"DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL" AND "STANDARDISED STRUCTURAL CONNECTIONS". PLATES ARE TO BE10MM THICK, CUT FROM STANDARD FLAT BARS U.N.O. ENDS OF HOLLOW SECTIONS SHALL BE SEALED WITH NOMINAL THICKNESSPLATES AND CONTINUOUSLY WELDED TO SEAL ENDS, UNO.

S.8. THE STEEL FABRICATOR SHALL PROVIDE THE ENGINEER WITH 1 COPY OF WORKSHOP DRAWINGS FOR INSPECTION AT LEAST 7DAYS BEFORE FABRICATION IS STARTED. STEELWORK IS NOT TO BE FABRICATED UNTIL WORKSHOP DRAWINGS ARE APPROVED.

S.9. ALL DIMENSIONS ARE MILLIMETRES U.N.O.S.10. CORROSION PROTECTION

S.10.1. INTERNAL STEELWORK (ENCLOSED)S.10.1.1. THE STEELWORK SHALL BE CLEANED TO AS 1627 CLASS 1 AND GIVEN ONE COAT OF ALKYD PRIMER TO GIVE A DRY

FILM THICKNESS OF 50 MICRONS BEFORE DISPATCH TO SITE, UNLESS THE STEEL IS TO BE ENCASED IN CONCRETE ORIS DETAILED OTHERWISE. APPLY ONE FINISH COAT OF ALL WEATHER GLOSS ACRYLIC PAINT.

S.10.2. EXTERNAL STEELWORK (UNENCLOSED)S.10.2.1. ALL STRUCTURAL STEELWORK WHICH IS EXPOSED OR IN CONTACT WITH EXPOSED BRICKWORK, AND ALL LINTELS,

SHALL BE HOT DIP GALVANISED AFTER FABRICATION. STEELWORK GALVANISED AFTER FABRICATION SHALLCOMPLY WITH AS/NZS 4680.

S.10.2.2. AS AN ALTERNATIVE TO GALVANISING, ALL STRUCTURAL STEELWORK WHICH IS EXPOSED SHALL BE CLEANED TO AS1627 CLASS 2 1/2 PREPARATION AND GIVEN A COAT OF INORGANIC ZINC SILICATE TO GIVE A DRY FILM THICKNESSOF 75 MICRONS BEFORE DISPATCH TO THE SITE, UNLESS THE STEEL IS TO BE ENCASED IN CONCRETE OR IS DETAILEDOTHERWISE.

S.10.2.3. REPAIR OF GALVANISED COATING AFTER WELDING PREPARATION - REMOVE ALL WELDING SCALE, SLAG & SHARPEDGES. POWER TOOL CLEAN TO AS 1627.2, CLASS 3, USING ABRASIVE WHEEL ON A POLISHER AT 3500RPM.DEGREASE & REMOVE ALL SURFACE CONTAMINANTS TO AS 1627.1.

S.10.2.4. 'SEVERE' CORROSION ENVIRONMENT - APPLY 2 COATS OF 2-PACK EPOXY ZINC TO AS 3750.9, TO TOTAL 150UM DFT,FOLLOWED BY 2 PACK EPOXY ENAMEL TO TOTAL 150UM DFT.

S.10.2.5. 'MODERATE' CORROSION ENVIRONMENT - APPLY A TOTAL OF 125UM DFT OF DULUX METALSHIELD COLD GALV.PRIMER OR EQUIV IN 2 COATS, USING BRUSH OR SPRAY CAN.

S.11. UNLESS NOTED OTHERWISE, PROTECTIVE COATINGS FOR STEELWORK SHALL BE AS TABULATED BELOW AND IN ACCORDANCEWITH VOL 2 PART 3.34.4. OF THE NCC

TIMBER NOTES:T.1. ALL EXTERNAL TIMBER MEMBERS ARE TO BE WEATHER TREATED. MANUFACTURED TIMBER ELEMENTS (E.G. LVL) EXPOSED TO

WEATHERING SHALL BE L.O.S.P. TREATED TO H3 LEVEL. WHERE EXPOSED TO DIRECT SUN, FURTHER PROTECTION WITH A GOODQUALITY PAINT SYSTEM IS REQUIRED.

T.2. ALL WORK IN STRUCTURAL TIMBER TO BE IN ACCORDANCE WITH THE CURRENT EDITION OF AS 1684, SAA TIMBER FRAMING CODEAS 1720, SAA TIMBER ENGINEERING CODE AS 1320 - GLUED LAMINATED STRUCTURAL TIMBER.

T.3. TIMBER MEMBERS PARALLEL TO MASONRY WALLS SHALL BE SEPARATED FROM THE MASONRY WITH A GAP OR WATERPROOFMEMBRANE.

T.4. ALL MULTIPLE SAWN MEMBERS TO BE NAIL LAMINATED IN ACCORDANCE WITH REQUIREMENTS OF AS 1684. FOR MULTIPLE LVLMEMBERS REFER TO MANUFACTURER'S SPECIFICATIONS.

T.5. BOLTS: ALL NUTS & BOLTS TO BE PROVIDED WITH WASHERS. ALL BOLTS TO BE TIGHTENED FINALLY BEFORE HANDOVER. BOLTHOLES TO BE 2MM OVERSIZE IN UNSEASONED TIMBER.

T.6. UNLESS DETAILED OTHERWISE TIMBER MEMBERS TO BE FIXED WITH NOMINAL NAILING AS SPECIFIED IN AS 1684. ALL TIE DOWNOF ROOF MEMBERS (INCLUDING LINTELS) IN ACCORDANCE WITH AS 1684.

T.7. SIZES AND DETAILS NOT SHOWN SHALL COMPLY WITH AS 1684 ALL OPENINGS TO BE FULLY FLASHED WITH STD GALVANISEDSHEET STEEL FLASHING.

T.8. ALL BOLTS TO HAVE MILD STEEL GALVANISED WASHERS :BOLTS UP TO 12MM DIA - 50X50X3 WASHERSBOLTS UP TO 20MM DIA - 65X65X5 WASHERS

ROOF TRUSS NOTES:RT.1. THE BASIS OF DESIGN SHALL BE SAA LOADING CODE AS 1170.1; AS 1170.2 & SAA TIMBER STRUCTURE CODE AS 1720.1.RT.2. DESIGN THE ROOF TRUSSES AS PER THE WIND CLASSIFICATION AS SPECIFIED. LOCATION & LOAD OF GIRDER TRUSSES ARE

ASSUMED - TRUSS LAYOUT HAS NOT BEEN SIGHTED U.N.O.RT.3. INTERNAL LOAD BEARING WALLS TO HAVE STUDS LOCATED DIRECTLY BELOW EACH TRUSS.

RT.4. IN ADDITION TO THE NOMINATED PERMANENT BRACING, PROVIDE ANY ADDITIONAL PERMANENT BRACING REQUIRED FORSTRUCTURAL SUFFICIENCY OF THE TRUSS SYSTEM.

RT.5. PROVIDE ANY TEMPORARY BRACING REQUIRED TO MAINTAIN THE STABILITY OF THE TRUSSES AT ALL STAGES OF ERECTION.RT.6. MAKE ALLOWANCES FOR SIZE AND LOCATION OF MECHANICAL SERVICES/AIR-CONDITIONING DUCTWORK IF APPLICABLE.RT.7. SPAN TRUSSES ONLY BETWEEN THE NOMINATED SUPPORTS AND HOLDING DOWN POSITIONS INDICATED.RT.8. PROVIDE CERTIFICATION FROM A STRUCTURAL ENGINEER, AS DEFINED IN THE QUEENSLAND BUILDING BY-LAWS, THAT THE

ROOF TRUSSES ARE STRUCTURALLY SUFFICIENT.CLAY MASONRY NOTES:

CM.1. DESIGN CONFORMS TO AS 3700 - MASONRY STRUCTURES. CONSTRUCT IN ACCORDANCE WITH THE PROVISIONS OF AS 3700.CM.1.1. STRENGTH, F'UC = 12 MPACM.1.2. SALT RESISTANCE GRADE = EXPOSURE

CM.2. MORTAR TYPE = M3 & NOMINAL THICKNESS = 10MMCM.3. CORE-FILLING GROUT TO BRICK PIERS = 20 MPA.CM.4. WALL TIES TYPE = MEDIUM DUTY

CM.4.1. DURABILITY CLASSIFICATION = R4 (STAINLESS STEEL)CM.4.2. FIXING = MIN. EMBEDMENT IN MORTAR 50MM. FACE FIXED VENEER TIES TO BE SCREW FIXED.

CM.5. JOINTS TO BE TOOLED. CONTROL JOINTS TO BE PROVIDED AS PER FOUNDATION DESIGN ENGINEERING REPORT.

GENERAL SAFETY NOTES:IT IS THE CLIENT'S RESPONSIBILITY TO PROVIDE THIS 'SAFETY IN DESIGN REPORT' TO THE BUILDER (OR PROJECT MANAGER ORPRINCIPLE CONTRACTOR) IN ACCORDANCE WITH THE WORK HEALTH AND SAFETY ACT AND REGULATIONS 2011, BELOW IS THE LIST OFPOTENTIAL CONSTRUCTION HAZARDS ASSOCIATED WITH IMPLEMENTING THE DESIGN IS DOCUMENTED.HEALTH HAZARDS:

H.1. MANUAL MATERIAL HANDLING:THE BUILDER IS TO ENSURE THE COMPONENTS WITHIN THIS DESIGN WITH A MASS IN EXCESS OF 25 KG ARE LIFTED BY TWO ORMORE WORKERS OR USE MECHANICAL LIFTING DEVICE. WHERE THIS IS NOT PRACTICAL, SUPPLIERS OR FABRICATORS SHOULD BEREQUIRED TO LIMIT THE COMPONENT MASS.

H.2. HAZARDOUS SUBSTANCES:THE BUILDER IS TO ENSURE DANGEROUS SITE MATERIALS INCLUDING CONTAMINATED SOILS ANDASBESTOS ARE ADEQUATELY TREATED AND DISPOSED IN ACCORDANCE WITH AUTHORITY REGULATIONS, INDUSTRY STANDARDS& PRACTICES.

SAFETY HAZARDS:SH.1. SLIPS, TRIPS AND FALLS: THE BUILDER IS TO ENSURE THE WALKING AND WORKING SURFACES ARE CLEAR AND FREE OF DEBRIS,

PROVIDE SAFE ACCESS IN AND AROUND THE BUILDING SITE INCLUDING ADEQUATE STAIRS, SCAFFOLDING, SECURE LADDERACCESS, SAFE WORKING PLATFORMS, ACCESS PATHS FREE FROM FALLING OBJECTS, ADEQUATE RAILINGS, FALL ARRESTSYSTEMS, ETC.

SH.2. MATERIAL HANDLING: IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT SITE MATERIALS ARE DELIVERED, TRANSPORTED,STORED AND POSITIONED IN A SAFE MANNER AND IN ACCORDANCE WITH THE PRODUCT SPECIFICATION, THE SITE SPECIFICSAFETY PLAN & GENERAL SAFETY INDUCTION REGULATIONS. AT NO STAGE SHALL SITE PERSONNEL PASS UNDER MATERIALSBEING LIFTED AND MOVED AROUND ON SITE.

SH.3. EQUIPMENT: IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE ALL CONSTRUCTION EQUIPMENT IS USED IN ACCORDANCE WITHTHE BEST INDUSTRY SAFETY PRACTICES AND REGULATIONS. ALL SITE PERSONNEL ARE TO BE PROVIDED WITH ADEQUATESPACE, VENTILATION AND APPROPRIATE PERSONAL PROTECTIVE EQUIPMENT TO UNDERTAKE THE WORKS AS REQUIRED. ALLSITE MACHINERY AND ELECTRICAL EQUIPMENT ARE TO BE KEPT IN GOOD WORKING ORDER WITH SAFETY TAGGING ANDSERVICING WHERE APPLICABLE.

SH.4. FORMWORK & SCAFFOLDING: CLIMBING ON SCAFFOLDING OR FORMWORK AND WORKING AT HEIGHTS WITHOUT SUITABLYAPPROVED RAILINGS, BARRIERS AND RESTRAINTS FIXED TO UNCERTIFIED ANCHOR POINTS IS STRICTLY PROHIBITED. ALLFORMWORK AND SCAFFOLDING SYSTEMS ARE TO BE DESIGNED AND CERTIFIED BY A LICENSED CONTRACTOR TO COMPLY WITHRELEVANT AUSTRALIAN STANDARDS AND KEPT MAINTAINED IN GOOD WORKING ORDER.

SH.5. EXCAVATION: THE BUILDER SHALL PROVIDE SUITABLE FENCING AROUND ALL EXCAVATIONS AND AT NO STAGE SHOULD ANEXCAVATION BE APPROACHED OR ENTERED INTO UNLESS AN APPROVED AND CERTIFIED SHORING SYSTEM HAS BEENINSTALLED OR THE BANKS HAVE BEEN BATTERED AND/OR BENCHED IN ACCORDANCE WITH THE PROJECTS GEOTECHNICALENGINEERING SPECIFICATION AND/OR WRITTEN INSTRUCTIONS BY THE INSPECTING GEOTECHNICAL ENGINEER. THE BUILDERSHALL SUPPORT OR PROP ANY EXISTING STRUCTURES WITHIN THE ZONE OF INFLUENCE OF ALL EXCAVATIONS AND ISRESPONSIBLE FOR MAINTAINING THIS SUPPORT THE THROUGH THE CONSTRUCTION PROCESS.

SH.6. SITE HAZARDS & RISKS: IT IS THE CLIENT'S AND THE BUILDER'S RESPONSIBILITY TO MAKE THE DESIGNER AWARE OF ANYINFORMATION RELATING TO HAZARDS AND RISKS WHERE CONSTRUCTION WORK IS CARRIED OUT, INCLUDING BUT NOT LIMITEDTO THE LOCATION OF UNDER GROUND AND ABOVE GROUND SERVICES, IDENTIFICATION OF CONTAMINATED SOILS AND OTHERMATERIALS OR THE PRESENCE OF DANGEROUS MATERIAL INCLUDING ASBESTOS. DURING THE CONSTRUCTION, THE BUILDERSHALL PROTECT NEIGHBOURING PROPERTIES FROM NOISE IN ACCORDANCE WITH THE LOCAL AUTHORITY REQUIREMENTS,RADIATION, GROUND VIBRATIONS AND OTHER CONSTRUCTION HAZARDS. CONDITION REPORTS ON THE NEIGHBOURINGPROPERTIES AND STRUCTURES ARE RECOMMENDED PRIOR TO CONSTRUCTION.

SH.7. BOUNDARY & SERVICES: THE BUILDER IS REQUIRED TO VERIFY AND IF NECESSARY CONDUCT FURTHER SEARCHES TOACCURATELY LOCATE EASEMENTS, UNDER GROUND AND ABOVE GROUND SERVICES, PROPERTY BOUNDARIES, TREES, EXISTINGSTRUCTURES AND OTHER OBSTRUCTIONS PRIOR TO CONSTRUCTION. THE DESIGNER IS TO BE IMMEDIATELY NOTIFIED OF ANYELEMENTS NOT SHOWN ON THE APPROVED DRAWINGS AS THE DESIGN AND SAFETY IN DESIGN REPORT MAY REQUIREAMENDING.

SH.8. TRAINED AND QUALIFIED WORKERS: THE BUILDER IS REQUIRED TO ENSURE THAT THE SITE WORKERS ARE SUITABLY QUALIFIED,TRAINED AND INSURED FOR THE TASKS BEING PERFORMED ON SITE.

SH.9. SITE MAINTENANCE: IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT THE SITE IS MAINTAINED IN A SAFE WORKINGMANNER AND THAT ALL SITE PRACTICES ARE IN ACCORDANCE WITH THE CURRENT WORK PLACE HEALTH AND SAFETY LAWS ANDREGULATIONS.

PROCEDURE OR TASK DEVIATIONS:PT.1. ONSITE VARIATIONS: IT IS THE BUILDER'S RESPONSIBILITY TO STRICTLY BUILD IN ACCORDANCE WITH THE DOCUMENTATION AND

NOT TO MAKE ANY VARIATIONS TO THE CONSTRUCTION WITHOUT THE SPECIFIC WRITTEN APPROVAL FROM THE ENGINEER.PT.2. COMPLIANCE INSPECTIONS : THIS DESIGN HAS BEEN DOCUMENTED IN ACCORDANCE WITH RELEVANT AUSTRALIAN STANDARDS,

LOCAL AUTHORITY REGULATIONS AND STANDARD BUILDING CODES OF PRACTICE UNLESS NOTED OTHERWISE. EACH LEVEL OFCONSTRUCTION IS TO BE STRUCTURALLY COMPLETED AND INSPECTED TO ENSURE DESIGN COMPLIANCE BY CERTIFYINGAUTHORITY PRIOR TO ADVANCING TO NEXT STAGE OF WORK. THE BUILDER SHOULD ENSURE THAT THE WORKS AREPROGRAMMED IN A SAFE MANNER AND TO HIGHLIGHT TO THE DESIGNER ANY ASPECTS OF THE WORK THAT MAY REQUIREFURTHER CLARIFICATION OR ADVICE WITH REGARD TO THE HEALTH AND THE SAFETY OF THE PROJECT.

PT.3. TEMPORARY SUPPORT & BRACING: ALL ASPECTS DETAILED IN THE STRUCTURAL DOCUMENTS ARE THOSE REQUIRED FOR THECOMPLETED STRUCTURE ONLY. THE BUILDER IS RESPONSIBLE FOR PROVIDING ANY NECESSARY TEMPORARY CONNECTIONS ASWELL AS SUPPORTS AND BRACING TO MAINTAIN THE STABILITY AND SAFETY OF THE STRUCTURE THROUGHOUT THECONSTRUCTION PERIOD. THIS INCLUDES ELEMENTS SUCH AS PREFABRICATED TIMBER AND STEEL ELEMENTS, UNRESTRAINEDWALLS, CONCRETE COLUMNS, BEAMS & SLABS, PRECAST PANELS, ETC., WHICH REQUIRE TEMPORARY SUPPORT OR PROPPING TOPREVENT OVER STRESS, EXCESSIVE DEFORMATION OR INSTABILITY UNTIL THE FINAL STRUCTURAL SYSTEM IS COMPLETED. THEDESIGNER IS TO BE CONTACTED FOR FURTHER ADVICE IF REQUIRED.

PT.4. CO-ORDINATION: IF THESE DESIGN DRAWINGS ONLY DOCUMENT PART OF THE STRUCTURE, IT IS THE BUILDER'S RESPONSIBILITYTO ENSURE ALL DESIGN DRAWINGS ARE CO-ORDINATED BETWEEN ALL CONSULTANTS. FOR EXAMPLE, CO-ORDINATION TOENSURE APPROPRIATE SLAB THICKENINGS AND DETAILS FOR LOADBEARING AND BRACING WALL ELEMENTS, CAST IN FIXINGSETC.

PT.5. CONSTRUCTION LOADS: IT IS BUILDER'S RESPONSIBILITY TO NOTIFY THE DESIGNER OF ANY SPECIFIC LOADS THAT THESTRUCTURE MAY BE SUBJECT TO DURING CONSTRUCTION. NO ALLOWANCE HAS BEEN MADE FOR CONSTRUCTION LOADSINCLUDING STACKING OF MATERIAL ON DECKS, FLOORS OR ROOF PLATFORMS, LOADS IMPOSED DUE TO MACHINERY, LIFTINGDEVICES, IMPACT/VIBRATION/CYCLIC LOADS ETC. UNLESS NOTED ON THE DRAWINGS NO STRUCTURAL ALLOWANCE HAS BEENMADE FOR SPECIFIC LOADS ASSOCIATED WITH THE MAINTENANCE OF THE STRUCTURE. THE DESIGNER IS TO BE INFORMED OFANY REQUIREMENTS NECESSARY TO EXTERNALLY SUPPORT THE PLATFORMS, SCAFFOLDS ETC., AS REQUIRED. INSPECTIONCERTIFICATE FOR NON-STRUCTURAL ELEMENTS ALL SUNDRY ELEMENTS OF THE STRUCTURE INCLUDING BUT NOT LIMITED TOCLADDING DESIGN AND FIXINGS, WINDOWS, BALUSTRADES, STAIRS, SUSPENDED CEILINGS, INTERNAL FIT-OUT ITEMS AND ALLOTHER ELEMENTS NOT DETAILED IN THE DESIGN DOCUMENTS MUST DESIGNED AND INSPECTED BY SUPPLIERS ORMANUFACTURERS.

PT.6. CHANGES TO CONTRACTUAL ARRANGEMENTS: IT IS THE CLIENT'S AND THE BUILDER'S RESPONSIBILITY TO INFORM THEDESIGNER OF ANY CHANGE TO CONTRACTUAL ARRANGEMENTS BETWEEN THE CLIENT AND THE BUILDER WHICH MAY IMPACT ONTHE DESIGN AND SAFETY OF THE DESIGN. THE CONSTRUCTION IS TO BE FULLY CARRIED OUT IN ACCORDANCE WITH ALL DESIGNDRAWINGS & NOTES AS DOCUMENTED. IF THE CONSTRUCTION CEASES AT ANY STAGE, THE DESIGNER IS TO BE NOTIFIED TOPROVIDE ADVICE ON THE SAFETY OF COMPLETED CONSTRUCTION WORK AT THAT TIME.

PT.7. MATERIAL SPECIFICATION: ALL CONTRACTORS ARE REQUIRED TO COMPLY WITH MATERIAL PRODUCT SPECIFICATION AS PER THEDESIGN DOCUMENTATION, AND IF REQUIRED TO REPLACE A PRODUCT SHOULD GET A WRITTEN ALTERNATIVE RECOMMENDATIONFROM THE DESIGNER.

SUMMARY OF AS2870-2011 - APPENDIX C TABLES C1 & C2DAMAGE CATEGORIES WALL CRACKS SLAB CRACKS LEVEL CHANGES OVER 3m

0 - Negligible < 0.1mm < 0.3mm < 8mm1- Very Slight < 1mm < 1mm < 10mm

2 - Slight < 5mm < 2mm < 15mm3 - Moderate 5mm to 15mm 2mm to 4mm 15mm to 25mm

4 - Severe 15mm to 25mm 4mm to 10mm > 25mm

1-2-063765488309-0000000-09388-000052243031302

GEOTECHNICAL INFORMATION

SITE CLASSIFICATION: 'H2' CLASS PROPERTIES

SOIL TEST BY: STRUCTERRE CONSULTING

REFERENCE #: 3.21.476.2

DATE: 09/02/2021

LEVEL 1 COMPACTION: YES

RECOMMENDED FOUNDING MATERIAL (RFM)

TYPE RFM min. ALLOWEDBEARING CAPACITY:

SLAB &FOOTING RFM:

VERY STIFF SANDY SILTYCLAY - CONTROLLED &CERTIFIED FILL

100 kPa

PIER RFM:

NATURAL HIGHLYWEATHERED ROCK ORVERY STIFF SANDY SILTYCLAY - CONTROLLED &CERTIFIED FILL

250 kPa

SLAB DESIGN SUMMARY (U.N.O)

'bh' BOX HEIGHT (mm) 300

'st' SLAB THICKNESS (mm) 85

'od' OVERALL DEPTH (mm) 385

'bw' BEAM WIDTH (mm) 270

'rw' RIB WIDTH (mm) 100

SLAB REINF'T / COVER SL92 / 20 int, 40 ext

100mm RIB REINF'T 1-N16 BTM or Equiv.

270mm BEAM REINF'T 3-N16 BTM

LEGEND

EB1-EB3 EDGE BEAM

SB1 STEPPED BEAM

VB1 VERANDAH BEAM

WR1 WIDENED INTERNAL RIB

BRW BASEMENT RETAINING WALL

DENOTES 2000mm lg 3-N12 or 3-L11TMCRACK CONTROL BARS, TIED TO UNDERSIDEOF SLAB TOP MESH.

FOOTING & SLAB NOTES:F.S.1. CUT/FILL LINE SHOWN IS APPROXIMATE ONLY. IF NOT SHOWN, SITE SCRAPE

SHOULD SUFFICE TO CREATE BUILDING PLATFORM. IF IN DOUBT PLEASECONSULT ENGINEER FOR FURTHER ADVICE.

F.S.2. SLAB THICKENINGS OR BEAMS SHALL BE PLACED UNDER PLYBRACING/LOAD BEARING WALLS AND POINT LOADS.

F.S.3. BUILDER TO CONFIRM SERVICES DO NOT AFFECT STRUCTURE BEFORECOMMENCING WORK ON-SITE. REFER DETAILS IN THIS DRAWING SET FORREQUIREMENTS.

F.S.4. RFM = RECOMMENDED FOUNDING MATERIALF.S.5. CONCRETE GRADE SHALL BE N20 / 100 SLUMP / 20 AGG.F.S.6. DO NOT SCALE OFF ENGINEERING DRAWINGS. IF IN DOUBT, ASKF.S.7. ALL LEVEL STATED ON PLANS ARE BASED ON ARCHITECTURAL PLANS

PROVIDED.

BOUNDARY LINE

BOUNDARY LIN

E

BOUNDARY LINE

BOUNDARY LIN

E

EXISTING RETAINING WALL

EXISTING RETAINING WALL

PROP

OSED

POO

LN

OT P

ART

OF T

HIS

DES

IGN

PROVIDE REBATE IN SLABFOR DOORS, REFER

ARCHITECTURAL PLANSFOR SIZE & LOCATION. TYP.

BULK CONCRETECORNER. TYP.

POD1st

150mmSTEP

DOWN

150mmSTEP

DOWN

EB3

EB1

VB1

SB1

SB1 VB

1EB

1

EB1

EB2

EB1

EB1

EB1/ BRW IF REQUIRED

VB1

SB1

EB3

VB1 SB

1EB

2EB

2

WR1

WR1

WR1

APPROX

.FI

LLCU

T

BP2

BP1

BP1

BP1

BP1

BP1BP1

DENOTES CONCRETE BORED PIERS UNDERFOOTING & SLAB

Auger Size: 350∅Depth into RFM: 500OR FOUNDED ONTOROCK

DENOTES CONCRETE BORED PIERSSUPPORTING SHS COLUMN

Auger Size: 450∅Depth into RFM (mm):900 OR FOUNDEDONTO ROCK

BP1

DENOTES CONCRETE BORED PIERS FOUNDEDTO BASE OF ADJACENT POOL

Auger Size: 350∅

Depth: 1800mm ORFOUNDED ONTOSOLIDUNDISTURBED ROCK

BP2

BP1

BP2

BP2

BP2

WR1

WR1

BP1


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DESIGN BY

CHECKED

DM

DVH

SCALE - 1:100 @ A3

SLAB PLAN


2

1-2-063765488309-0000000-09388-000052243031302

SLAB DESIGN SUMMARY (U.N.O)

'bh' BOX HEIGHT (mm) 300

'st' SLAB THICKNESS (mm) 85

'od' OVERALL DEPTH (mm) 385

'bw' BEAM WIDTH (mm) 270

'rw' RIB WIDTH (mm) 100

SLAB REINF'T / COVER SL92 / 20 int, 40 ext

100mm RIB REINF'T 1-N16 BTM or Equiv.

270mm BEAM REINF'T 3-N16 BTM

NOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLAN

REINF'T FOR BEAMS WIDER THAN 300mm

WIDTH (mm) TOP BOTTOM

301 - 370 1-N16 or Equiv. 3-N16 or Equiv.



BEAM BTM REINFORCEMENT(REF. TO SLAB DESIGN SUMMARY)

CLAD FRAME EDGE BEAM - EB1

TOP MESH WITH20 TOP COVER

DAMP-PROOF MEMBRANE 100 min'rw'


INTERNAL RIB WIDENED RIB - WR1

270 min'bw'

85 'st'


G.L.

270 min'bw'

385

min

SLAB REINF'T WITH20 TOP COVER IF INTERNAL40 TOP COVER IF EXTERNAL

STEPPED BEAM - SB1 VERANDAH BEAM - VB1

N12 @ ALL RIB LOCATIONS(1000 LONG, 500 LAP)

TIED UNDER SLAB MESH=

200

max

REFER ARCH. DRAWINGSFOR SPECIFIC DEPTH

=

TOP REINF'T ONLY REQUIRED FORBEAMS WIDER THAN 300mm.

TYPICAL. REFER TABLE.

G.L.


GARAGE DOOR REBATE280 WIDE x 15 DEEP

GARAGE ENTRY EDGE BEAM - EB2

270 min'bw' BEAM BTM REINFORCEMENT

(REF. TO SLAB DESIGN SUMMARY)

TOP REINF'T ONLY REQUIRED FORBEAMS WIDER THAN 300mm.TYPICAL. REFER TABLE.

LOAD BEARINGWALL CTR OFWR1

HEBEL PANEL TOMANUF. SPEC.

REBA

TE T

OM

ANUF

. SPE

C.

G.L.

270 min'bw'

385

'od'


REBATE TOMANUF. SPEC.

600 lap

75 max

WET AREA SET-DOWN DETAILMAX 2m x 3m WET AREAS

1-N12 BAR, 1200mm LG ATALL RE-ENTRANT CORNERS

BOX SIZE MAY BE REDUCED BYONE (1) SIZE UNDER WET AREAS

MESH MAY BE BENT IF STEPIS LESS THAN 50mm

600 lap

150

max

SLAB SET-DOWN DETAILNON LOAD BEARING

1-N12 BAR, 1200mm LG ATALL RE-ENTRANT CORNERS

G.L.


385

'od'

CLAD FRAME EDGE BEAM - EB3

270 min'bw'



DAMP-PROOF MEMBRANE

GRAVEL DRAINAGE LAYER

EXTEND TANKINGTO TOP OF WALL

200 SERIES BLOCKWORK(COREFILLED)

CLEANOUT BLOCK

SLOTTED DRAINAGE PIPE CONNECTEDTO LEGAL POINT OF DISCHARGE

STARTER BARS TO MATCHVERT. REINF'T. 150 COG

N12 @ 400VERT.

300

600

MAX

.RE

TAIN

55 COVER

BRW - BASEMENT RETAINING WALL (600 MAX.)

N12 @ 400HORIZ.

CONCRETE SPOON DRAIN.FALL AWAY FROM BUILDING.

BEAM BTM REINF'T(REFER TO SLABDESIGN SUMMARY)

OPTIONAL CONTINUATION OFBLOCKWORK OR HEBEL

'st'

'od'


LAP LENGTH 400 600 700 800

MESH LAPS1. MESH IS TO BE LAPPED AS SHOWN BELOW:

30

a) OVERLAP OF SIDE OF SHEETS

30

b) OVERLAP OF ENDS OF SHEETS

30

c) OVERLAP SIDE AND END OF SHEETS

d) NOT ACCEPTABLE

BAR LAPS


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SCALE - 1:20 @ A3

FOOTING AND SLAB DETAILS - SHEET 1


1-2-063765488309-0000000-09388-000052243031302


REINF'TTOP & BTM & TIES(refer plan sheet)

300

Df F

OOTI

NG

DEPT

H(r

efer

pla

n sh

eet)

STRIP FOOTING - SF1

G.L.

STRIP FOOTING UNDER POD CONNECTION DETAIL

STRIP FOOTING.REFER TO SLAB PLAN

2-N12 'Z' BARS THRU'INTERNAL RIB

300

300

2-N12 'Z' BARS THRU'EDGE BEAM

300

300

1000 min

Df F

OOTI

NG

DEPT

H(r

efer

pla

n sh

eet)

HOT WATER SYSTEM SLAB DETAIL

SLAB MESH40 TOP COVER

FALL

DAMP-PROOF MEMBRANE.typ.

G.L.

150

min

SLIMLINE WATER TANK DETAIL

FALL

DAMP-PROOF MEMBRANE.typ.

FULL DEPTH COLD JOINT

G.L.

150

min

700 MAX

2/SL82 MESH40 TOP & BTMCOVER

'D'

STEP LENGTH= 1.5 x 'D'20

0m

ax

'D'

SLOPE 1:10

200

max

METHODS FOR STEPPING FOOTINGSBEND REINFORCEMENT ON SITE TO MAINTAIN COVER & LAP

METHOD 'B'METHOD 'A'

PIERS ARE ONLY REQUIREDWHEN SHOWN ON PLAN


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SCALE - 1:20 @ A3



1-2-063765488309-0000000-09388-000052243031302

NOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLAN

PROVIDE 1-N12 EXTRA APPROX. 1200 LONG & LAPMIN. 500 EACH END WITH RIB REINFORCEMENT

IN THE EVENT THAT THE SLAB REINFORCEMENTS NEEDS TO BE CUTDUE TO PIPE PENETRATION, PROVIDE A 600x600 OFF CUT OF MESHAND LAP & TIE TO SLAB REINFORCEMENT

RIB REINFORCEMENT

RIB REINFORCEMENT

CUT POD TO SUIT PIPE

SLAB PIPE PENETRATION DETAIL (PLAN VIEW)N.T.S.

200

'L' BAR/S TO MATCH REINF'TIN OUTER FACE CORNER.LAP AS PER TABLE.

'L' BAR/S TO MATCHREINFORCEMENT.LAP AS PER TABLE

FOOTING INTERSECTION DETAILNOT REQUIRED FOR WIDENED INTERNAL RIBS

FOOTING CORNER DETAILSIMILAR FOR TOP REINF'T BARS IN SLAB, WHERE SHOWN


LAP LENGTH 400 600 700 800

BAR LAPS

BULK CONCRETE UNDER FEATURE PIER (PLAN VIEW)

FOOTINGREINF.

ADDITIONAL LAYEROF TRENCH MESHor 2-N12 BARS

450

750

WIDENED EDGE BEAM FOOTING (PLAN VIEW)

BTM TRENCHMESH LAYOUT

950

450

EB1

EB1

'od' = DEPTH OF EDGE BEAM FROM TOP OF SLAB TO BOTTOM OF FOOTING

BULK CONCRETE CORNER (PLAN VIEW)

(TO BE POURED AT SAME TIME AS EDGE BEAM FOOTINGS)

CORNER BARS TO MATCHFOOTING REINF'T.LAP AS PER TABLE.

EDGE BEAM

FOOTINGREINF.

('od' x 2) AT SAME DEPTH OF EDGE BEAM


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

SCALE - 1:20 @ A3



1-2-063765488309-0000000-09388-000052243031302


TYPICAL FOOTING/BUCKET PIER CONNECTION DETAIL

TOP OF EDGE BEAM

PRIVATE SERVICE TRENCH NOTES

ST.1. PLUMBING AND DRAINAGE TRENCHES SHALLBE LOCATED OUTSIDE THE INFLUENCE OF THEFOOTINGS. THE HORIZONTAL DISTANCE TO ANYTRENCH EXCAVATION MUST BE GREATER THANTHE TRENCH DEPTH IN ACCORDANCE WITHCLAUSE 6.3 FROM AS 2870-2011. THISHORIZONTAL CLEARANCE TO BE INCREASEDMORE THAN TWICE THE TRENCH DEPTH FORSAND SITES. FOOTING PIERS WILL BENECESSARY UNDER ALL EDGE BEAMS IF THESECONDITIONS ARE NOT MET.

ST.2. TRENCH BACKFILL SHALL BE COMPACTED INACCORDANCE WITH CLAUSE 5.5 OF AS/NZS3500.2-2003 OR CLAUSE 7.2.13 OF AS/NZS3500.3-2003. SAND BEDDING AND SURROUNDSHALL BE BLOCKED WITH A CLAY PLUGWHEREVER TRENCHES PASS UNDER THE EDGEOF ANY SLAB.

PROVIDE BONDBREAKERFOR PIERS >1.0m DEEPCONC. BUCKET PIER. REFER TO

SLAB PLAN FOR LOCATION & SIZE.

BORED PIER SIZE SUMMARY (U.N.O)

OVERALL DEPTH MINIMUM DIAMETER & REINF'T

2.0 TO 3.0m 350∅ WITH 1-N12 BAR CENTRAL

3.0m TO 6.0m 450∅ WITH 4-N12 BARS WITH R6 SPIRALLIGS @ 300

6.0m AND OVER REFER TO ENGINEER

SERV

ICE

TREN

CH

30°

45°

ZONE OF INFLUENCE45° FOR CLAY30° FOR SAND

PRIVATE SERVICE TRENCH DETAIL

G.L.

1.01.0

1.02.0

30°

45°

ZONE OF INFLUENCE45° FOR CLAY30° FOR SAND

COUNCIL SERVICES WITHIN INFLUENCE OF EDGE BEAMFOR SEWER (< 225∅) & STORMWATER (< 375∅) PIPES AS PER QDC MP 1.4

REFER TO STRUCTURAL ENGINEER FOR LARGER PIPE SIZES

G.L.

1.01.0

1.02.0

300

1200 min

PIER FOUNDEDTO INFLUENCEOF SERVICEPIER FOUNDED

TO INFLUENCEOF SERVICE

CONCRETE BORED PIERREFER TO SLAB PLAN FORLOCATION & SIZE. typ.

TYPICAL SLAB/BORED PIER CONNECTION DETAIL

ENSURE ALL FOOTINGS ARE CLEAR OF LOOSE MATERIAL PRIOR TO CONCRETE POUR

RFM = RECOMMENDED FOUNDING MATERIAL

DEPT

HIN

TO R

FM

BENCH LEVEL

RECOMMENDED FOUNDING MATERIAL

UNCONTROLLED FILLPROVIDE BONDBREAKERFOR PIERS >1.0m DEEP

OVER

ALL

DEPT

H

REFER PLAN FOR PIER SPACING

PIER ∅

> 50

'3D'

200

Max

.'D

'

EDGE BEAM

'D'

1000 Min.

EDGE BEAM THICKENING DETAIL 2

EDGE BEAM THICKENING DETAIL 1

ALT. TO 2 LAYERS OFMESH, BEND THE SINGLELAYER AND MAINTAIN75mm SEPARATIONDISTANCES

LAGGING THICKNESS, (MIN. 40mm)PENETRATION OF THE EDGE BEAM BYPLUMBING SHALL BE SLEEVED

TRENCH MESH50 BTM. COVER

TRENCH MESH50mm BTM. COVER

EDGE BEAM

BLOCKOUT IN FOOTINGAPPROX. 2x PIPE ∅ SQ.

PLUMBING PIPE PENETRATION DETAILS

75 M

in

BENCH LEVEL

CUT TOE FOR DRAINAGEDURING CONSTRUCTION

PROVIDE 1:20 MIN. FALLAWAY FROM HOUSE (TYP.)

PROVIDE 1:20 MIN. FALLAWAY FROM HOUSE (TYP.)

LAGGING THICKNESS AS PER TABLE ONS-109, PENETRATION OF THE EDGE BEAMBY PLUMBING SHALL BE SLEEVED


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

SCALE - 1:20 @ A3



1-2-063765488309-0000000-09388-000052243031302

NOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLAN

50 M

ax. T

OM

ANUF

. SPE

C.

VERTICAL REINF. LAP450 WITH MESH AS

PER TABLE (V)HORIZONTAL REINF.AS PER TABLE (H)

DAMP-PROOFMEMBRANE

'D'BARS @ RIB LOCATIONS

WITH 450 LEGS.TO MATCH BTM. REINF.

DEEP STEP BEAM - DSB

CONTROLLED ORROLLED FILL

150 thk.

'W'

DEEP STEP BEAM - DSBBLOCKWORK ALTERNATIVE

'D'


SLOTTED DRAINAGE PIPE

TANKING




N12 'Z' BARS (OREQUIV.) @ 800 CTS WITH600 & 150 LEGS.

CLEAN-OUT BLOCK

50cover

50 cover

55 cover

55cover

df

'W' DEPTH & REINF'TAS PER TABLE

RIB REINF'TINTO EDGE BEAM.

SEE NOTE .N4


PER TABLE (V)

RIB REINF'TINTO EDGE BEAM.

HORIZONTAL REINF.AS PER TABLE (H)

STARTER BARS TO MATCHVERTICAL RIENF. AS PER TABLE (V)

STARTER BARS TO MATCHVERTICAL RIENF. AS PER TABLE (V)

F.G.L.

'W'

'D'

DEEP EDGE BEAM - DEB


150 thk.

'W'

'D'

DEEP EDGE BEAM - DEBBLOCKWORK ALTERNATIVE


RIB REINF'T INTO EDGE BEAM.

BARS @ RIB LOCATIONSWITH 450 LEGS.TO MATCH BTM. REINF.

TANKING





CLEAN-OUTBLOCK

49cover

55cover

55 cover

dfdf

DEPTH & REINF'TAS PER TABLE

DEPTH & REINF'TAS PER TABLE

50 cover

N.G.L.

IF DEB IS WITHIN 200mm OFBOUNDARY, FOOTING SHALLBE FOUNDED BELOW CENTRELEVEL OF ADJACENT LOT

F.G.L.

N.G.L.

IF DEB IS WITHIN 200mm OFBOUNDARY, FOOTING SHALLBE FOUNDED BELOW CENTRELEVEL OF ADJACENT LOT

SEE NOTE .N4


PER TABLE (V)

VERTICAL REINF. LAP450 WITH MESH ASPER TABLE (V)

STARTER BARS TO MATCHVERTICAL RIENF. AS PER

TABLE (V)

STARTER BARS TO MATCHVERTICAL RIENF. AS PER

TABLE (V)



50 M

ax. T

OM

ANUF

. SPE

C.


LAP LENGTH 400 600 700 800

EXTRA REINFORCEMENT TO DEEP EDGE & DEEP STEP BEAM

DEPTH 'D'HORIZONTAL

REINFORCEMENT (H)VERTICAL

REINFORCEMENT (v)FOOTING SIZE &

REINF'TFOOTING BASE

WIDTH (W)

0mm - 600mm N12 @ 400 CTS N12 @ 400 CTSdf = 300mm Min.

REINF'T TO MATCHEDGE BEAM

300mm Min.

601mm - 1500mm N12 @ 400 CTS N12 @ 400 CTS df = 600mm Min.3-L12TM TOP & BTM 300mm Min.

1500mm AND HIGHER REFER TO ENGINEERS DETAIL

RETAINING WALL CONSTRUCTION NOTES:

1. RETAINING WALLS OVER 600mm TO BE PROPPED TO BUILDERSDETAIL DURING & PRIOR TO BACKFILLING/SLAB CONSTRUCTION.

2. PROPPING TO REMAIN 7 DAYS AFTER BACKFILLING/SLABCONSTRUCTION.

3. WHEN FILL BEHIND WALL EXCEEDS 600mm, A SLOTTED PIPE/AGGDRAIN OR SIMILAR SHALL BE INSTALLED AND CONNECTED TO ALEGAL POINT OF DISCHARGE.

4. CLEAN OUT BLOCKS MAY CONTINUE TO TOP OF SLAB/REBATE TOAVOID FORMWORK TO SLAB EDGE IF REQUIRED.


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

SCALE - 1:20 @ A3



1-2-063765488309-0000000-09388-000052243031302

IMPORTANT NOTE - RENDEROC HB25:

INSTALLATION TO BE IN ACCORDANCE WITHMANUFACTURERS REQUIREMENTS.

MINIMUM APPLICATION 10mm THICK. MAXIMUMAPPLICATION 80mm THICKNESS.

SAW CUT SURFACES AND REPAIR LOCATIONS ARETO BE PREPARED AS PER MANUFACTURERSREQUIREMENTS.

WHEN USING CHEMICAL OR MECHANICAL ANCHORS:EDGE DISTANCE AND EMBEDMENT ARE TO BEMEASURED FROM THE EXISTING STRUCTURAL SLABONLY. RENDEROC IS NOT TO BE USEDSTRUCTURALLY FOR THESE FIXINGS.

IMPORTANT NOTE - STEELWORK:

ALL STEELWORK (BOLTS, BRACKETS) SHALL BE HOTDIP GALVANISED AFTER FABRICATION. STEELWORKGALVANISED AFTER FABRICATION SHALL COMPLYWITH AS/NZS 4680.

SLAB RECTIFICATION15-20mm FRAME OVERHANG


70mm STUD WALLOVERHANG BETWEEN 20 & 30mmPROVIDE 140x35 F5 KD TREATEDPINE SOLID DRY TIMBER PACKER.

90mm STUD WALLOVERHANG BETWEEN 20 & 30mmPROVIDE 140x35 F5 KD TREATEDPINE SOLID DRY TIMBER PACKER.OVERHANG BETWEEN 31 & 40mmPROVIDE 140x45 F5 KD TREATEDPINE SOLID DRY TIMBER PACKER.

PROVIDE 1-M10 CHEMSETANCHOR @ 450 CTS.90mm EMBEDMENT.

SLAB RECTIFICATION15-30mm BRICK/CLADDING OVERHANG

CLEAN SURFACE AND APPLY'NITROBOND HAR PRIMER' OR

EQUIV.

NON-SHRINK 'RENDEROC HB25'(OR EQUIV.) UNDER BRICK.

MIN. THICKNESS 10mm

CLEAN SURFACE AND APPLY'NITROBOND HAR PRIMER' OR

EQUIV.

NON-SHRINK 'RENDEROC HB25'(OR EQUIV.) UNDER FRAME.

MIN. THICKNESS 10mm

min. 75mm DOWN FROM TOPOF SLAB TO Ctr OF BOLT


70mm & 90mm STUD WALLOVERHANG BETWEEN 20 & 30mmPROVIDE 125 x 75 x 8.0 UAGALVANIZED ANGLE - 125mm FACEPLACED AGAINST CONCRETEIF 75mm FACE INTERFERES WITHBRICK CLADDING CUT BACK TOSUIT AND COLD-GAL ANY EDGESOR SURFACES NOT GALVANIZED.

PROVIDE 1-M10 CHEMSETANCHOR @ 300 CTS.90mm EMBEDMENT.


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

SCALE - 1:20 @ A3

RECTIFICATION DETAILS


1-2-063765488309-0000000-09388-000052243031302

1 in 20

STRAPS NOT REQ'D IN CUT

PLUMBING & DRAINAGE STRAPSFFL - FINISHED FLOOR LEVEL

STRAPS REQ'D WHERE PIPES ARE LAYED INUNCONTROLLED FILL.

FFLFFL

TYP. SURFACE DRAINAGE DETAILSFFL - FINISHED FLOOR LEVEL

FGL - FINISHED GROUND LEVEL

FILL TO ENSURE WATER RUNOFFUNDER BUILDING

1 in 150 1 in 150

ROOFEDPATIO

FFL AT LEAST 150mmABOVE FGL

CONCRETE PATIO

100mm min.

1000

1 in 150


1000

FFL

FFL

CONCRETE PATIO

100mm min.

1 in 20 1 in 150

THIS AREA MUST DRAINAWAY AT A GRADE NOTLESS THAN 1 IN 150.(TYPICAL)

50mm min.STEP


MAX 1 IN 3 BATTER. OTHERWISELOW RETAINING WALL REQUIREDAT TOE OF BATTER. (TYPICAL)

1000

1 in 20

GARAGE

2000 2000 2000

6000

PROP

ERTY

BOUN

DARY

GARAGE SET BACK 6.0m FROM BOUNDARYTHE 1 IN 4 SLOPE IS EXTENDED FOR SET BACKS GREATER THAN 6.0m

1 in 8 1 in 41 in 8 1 in 40

50mm min.STEP

1050 MAX.

GARAGE

1000200020001000

6000

GARAGE SET BACK 6.0m FROM BOUNDARYTHE 1 IN 4 SLOPE IS EXTENDED FOR SET BACKS GREATER THAN 6.0m

COUNCIL FOOTPATH

COUNCIL FOOTPATH800mm MAX. (FROMEXISTING PROPERTYBOUNDARY LEVEL) 1 in 8

1 in 41 in 101 in 20 1 in 20

PROP

ERTY

BOUN

DARY

1000

GARAGE

3000

GARAGE SET BACK 3.0m FROM BOUNDARYTHE 1 IN 8 SLOPE IS EXTENDED FOR SET BACKS GREATER THAN 3.0m & 6.0m

50mm min.STEP

425 MAX.

1 in 81 in 40PR

OPER

TYBO

UNDA

RY COUNCILFOOTPATH

3000

20001000

GARAGE SET BACK 3.0m FROM BOUNDARYTHE 1 IN 8 SLOPE IS EXTENDED FOR SET BACKS GREATER THAN 3.0m & 6.0m

1000

1 in 201 in 101 in 20

50mm min. STEP

175mm MAX. (FROMEXISTING PROPERTY

BOUNDARY LEVEL)

GARAGE

PROP

ERTY

BOUN

DARY

1 in 40

1 in 40

COUNCIL FOOTPATH

ZONE AZONE BZONE C

'D'

==

=

PIPE PLACEMENT

SURFACE DRAINAGE NOTES:

S.D.1. CLAUSE 3.1.2.3 OF VOLUME 2 OF THE NATIONAL CONSTRUCTION CODE (NCC)REQUIRES THAT THE FINISHED HEIGHT OF ANY SLAB BE A MINIMUM OF150mm, GENERALLY, ABOVE THE FINISHED GROUND LEVEL AFTERLANDSCAPING, AND THAT THE EXTERNAL SURFACE DRAINS AWAY WITH AMINIMUM OF 50mm FALL OVER THE FIRST METRE. IT SHOULD ALSO BE NOTEDTHAT CLAUSE 4.6.6.6 OF AS/NZS 3500.2-2003 REQUIRES THAT THE TOP OFTHE OVERFLOW RELIEF GULLY BE A MINIMUM OF 150mm BELOW THE LOWESTGRATE IN THE SLAB AND 75mm ABOVE THE FINISHED GROUND LEVEL.

S.D.2. FINISHED GROUND AND FLOOR LEVELS SHALL BE AS SHOWN IN THETYPICAL SURFACE DRAINAGE DETAILS ON THIS PAGE AND THE FOLLOWINGREQUIREMENTS:

S.D.2.1. DURING CONSTRUCTION, SURFACE WATER SHALL BE DIVERTED AWAYFROM FOOTINGS TO A LAWFUL POINT OF DISCHARGE.

S.D.2.2. THE FINISHED SURFACE OF ANY GROUND, INCLUDING PATHWAYS ANDDRIVEWAYS, SHALL BE GRADED AWAY FROM ANY FOOTING, SLAB ORBASEMENT RETAINING WALL A MINIMUM OF 50mm OVER THE FIRSTMETRE.

S.D.2.3. THE GROUND SHALL THEN BE GRADED AROUND THE BUILDING SUCHTHAT SURFACE WATER WILL DRAIN AWAY FROM THE BUILDING TO ALAWFUL POINT OF DISCHARGE.

S.D.2.4. THE GROUND SHALL ALSO BE SHAPED SUCH THAT NO PONDING OFSURFACE WATER CAN OCCUR.

S.D.2.5. WHERE DRAINAGE PITS ARE INSTALLED TO DRAIN SURFACE WATERAWAY, GRATED INLET PITS SHALL BE INSTALLED WITH PIPES DRAININGTO A LAWFUL POINT OF DISCHARGE. PITS AND PIPES SHALL BEDESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AS/NZS3500.3-2003. DRAINAGE PITS MAY NEED TO BE INSTALLED TO ALLOWSURFACE WATER TO DRAIN AWAY IN AREAS WHERE THE DISTANCE FROMA FOOTING TO A BOUNDARY OR ADJACENT STRUCTURE, EG FENCE, IS LESSTHAN 1.0m.

S.D.2.6. THE FINISHED FLOOR LEVEL OF ANY GARAGE OR CARPORT SHALL ALSOBE SET SUCH THAT DRIVEWAY SLOPES COMPLY WITH AS/NZS2890.1-2004. REFER TO THE TYPICAL DRIVEWAY DETAILS ON THIS PAGE.

S.D.3. RETAINING WALLS SHALL BE INSTALLED AT THE BASE OF CUT AND FILLBATTERS WHERE BATTER SLOPES EXCEED 1:3. RETAINING WALLS ARE ALSOREQUIRED WHERE CUTTING BELOW THE BASE OF AN EXISTING RETAININGWALL AND WHERE AN ADDITIONAL SURCHARGE IS PLACED ABOVE ANEXISTING RETAINING WALL.

ZONE A REFER DETAIL 1

ZONE B NO THICKENING REQ'D

ZONE C REFER DETAIL 2

FFL

10m

m M

IN. I

F PA

VED

75m

m M

IN. U

NPA

VED

TOP OF SLAB

O.R.G.150m

m

O.R.G DETAILNTS


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

SCALE - 1:20 @ A3

SURFACE DRAINAGE DETAILS


1-2-063765488309-0000000-09388-000052243031302

NOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLANNOTE - FOR ALL REINFORCEMENT, POD SIZE AND LOCATION REFER TO FOOTING & SLAB PLAN

GEOTECHNICAL INFORMATION

SITE CLASSIFICATION: 'H2' CLASS PROPERTIES

SOIL TEST BY: STRUCTERRE CONSULTING

REFERENCE #: 3.21.476.2

DATE: 09/02/2021

LEVEL 1 COMPACTION: YES

MINIMUM PLUMBING RECOMMENDATIONS

COMPONENT RECOMMENDATIONS

HORIZONTAL PENETRATION LAGGING (mm) 40

JOINT EXPANSION SIZE (mm) 100

VERTICAL EXPANSION JOINTS (UNDER SLAB) û

SWIVEL JOINTS ü

DOWNPIPE EXPANSION JOINTS ü

GULLY PITS FOR HOSE COCKS & AC UNITS ü

PLUMBING CONNECTION NOTES:P.1. THE FOLLOWING NOTES & DETAILS PROVIDED ARE FOR

ARTICULATION FOR SANITARY PLUMBING, DRAINAGE &SHOULD BE READ IN CONJUNCTION WITH AS/NZS 3500, AS2870 & ANY OTHER RELEVANT STANDARD & OTHERREQUIREMENTS OF THE BUILDING CODE OF AUSTRALIA.

P.2. ALL SEWER & STORMWATER TO BE CONSTRUCTED INACCORDANCE WITH AS/NZS 3500 & THE REQUIREMENTS OFAS 2870 SECTION 5: CLAUSE 5.6 & SECTION 6: CLAUSE 6.6:FOR SLAB OR STRIP FOOTINGS ON HIGHLY ANDEXTREMELY REACTIVE SITES, THE FOLLOWINGREQUIREMENTS APPLY: DRAINS ATTACHED TO OREMERGING FROM UNDERNEATH THE BUILDING SHALLINCORPORATE FLEXIBLE JOINTS IMMEDIATELY OUTSIDETHE FOOTING AND COMMENCING WITHIN 1m OF THEBUILDING PERIMETER TO ACCOMMODATE A TOTAL RANGEOF DIFFERENTIAL MOVEMENT IN ANY DIRECTION EQUAL TOTHE ESTIMATED CHARACTERISTIC SURFACE MOVEMENT OFTHE SITE (Ys). IN THE ABSENCE OF SPECIFIC DESIGNREQUIREMENTS, THE FITTINGS OR OTHER DEVICES THATARE PROVIDED TO ALLOW FOR THE MOVEMENT SHALL BESET AT THE MID POSITION OF THEIR RANGE OF POSSIBLEMOVEMENT AT THE TIME OF INSTALLATION, SO AS TOALLOW FOR MOVEMENT EQUAL TO 0.5YS IN ANY DIRECTIONFROM THE INITIAL SETTING. THIS REQUIREMENT APPLIESTO ALL STORMWATER AND SANITARY PLUMBING DRAINSAND DISCHARGE PIPES.

P.3. PLUMBING & DRAINAGE UNDER THE SLAB SHOULD BEAVOIDED WHERE PRACTICAL (REFER AS/NZS 3500 CLAUSE4.10)

P.4. GRADES IN PIPEWORK ON 'M', 'H', 'E' & 'P' SITES SHOULDHAVE A MINIMUM GRADE OF 1:30 WITHIN 1.5 METRES OFTHE BUILDING & 1:60 ELSEWHERE. GRADES IN FLEXIBLEFITTINGS TO BE SET AT THE MINIMUM GRADE.

P.5. ALL EXPANSION & ARTICULATION JOINTS TO BE INSTALLEDIN ACCORDANCE WITH THE MANUFACTURER'SRECOMMENDATIONS. ALL JOINTS TO BE SET MID POINT SOAS TO ALLOW FOR MAXIMUM MOVEMENT IN EITHERDIRECTION.

P.6. STORMPLASTICS (SA) PTY LTD "SWIVEL JOINTS" SHOULDNOT BE USED AS A BEND TO ACHIEVE CORRECT FALLS. THEJOINTS SHOULD BE SET IN A STRAIGHT LINE OF THE DRAINTO ALLOW MAXIMUM (+) OR (-) MOVEMENT. A MINIMUM 15°BEND TO BE INSTALLED BEFORE SWIVEL JOINTS TOACHIEVE MINIMUM GRADES FROM THE FACE OF THEFOOTINGS.

P.7. GULLY PITS ARE RECOMMENDED UNDER ALL HOSE COCKLOCATIONS

P.8. 20mm PENETRATION LAGGING IS ONLY RECOMMENDEDTHROUGH PENETRATIONS GREATER THAN 50mm DIA.

P.9. DETAIL & SUPPORT OF TRAPS AT THE O.R.G. TO BECONSIDERED ON SITE, TO ALLOW FOR POTENTIALMOVEMENTS INCLUDING ISOLATION AND ARTICULATIONASSOCIATED WITH PATHS & PAVEMENTS. THE O.R.G.SHOULD BE CAST IN CONCRETE MONOLITHICALLY WITH THEFOOTING SYSTEM ON CLASS 'H' & 'E' SITES.

P.10. STORMWATER SYSTEMS THAT COLLECT ROOFWATER &SURFACE WATER ARE REQUIRED TO BE DESIGNED &CONSTRUCTED IN ACCORDANCE WITH AS/NZS 3500 PART 5.

P.11. THE USE OF CORRUGATED FLEXIBLE PVC PIPE PRODUCTSSHOULD BE AVOIDED ON CLASS H & E SITES AS THEY ARENOT ABLE TO EXPAND LONGITUDINALLY TOACCOMMODATE POTENTIAL VERTICAL & LATERALMOVEMENTS AT THE SLAB OR FOOTING EDGE UNLESSSPECIFICALLY DETAILED BY THE MANUFACTURER.

P.12. SEPTIC TANKS & ASSOCIATED SOAKAGE AREAS SHOULD BELOCATED TO MINIMISE SOIL MOISTURE INCREASES WITHINTHE FOUNDATION.

P.13. ALL PIPEWORK INCLUDING STORMWATER FITTINGS &ADAPTERS SHOULD BE PROTECTED FROM MECHANICALDAMAGE.

P.14. TERMITE PROTECTION NOT SPECIFIED IN THIS DESIGN ASTHERE ARE VARIOUS OPTIONS. REFER TO THE BUILDINGDESIGNER.

P.15. PROVISIONS SHOULD BE MADE FOR THE CONNECTION OFOVERFLOW OR WATER DISCHARGE FROM FIXTURES SUCHAS HOT WATER SYSTEMS & AIR CONDITIONERS TO A DRAINAS REQUIRED BY THE RELEVANT LOCAL AUTHORITY.

P.16. EXPANDABLE JOINT & SWIVEL SPECIFICATIONS:P.16.1. TO BE MANUFACTURED AND COMPLY WITH AS 1280

AND AS 1415.P.16.2. TO BE INSTALLED AS PER MANUFACTURES

SPECIFICATIONS AND INSPECTED BY THE LOCALAUTHORITY.

P.16.3. DRAINAGE PIPES FOUNDED WITHIN THE FILLEDSECTION OF THE BUILDING PAD UNDER THE SLABARE TO BE HUNG FROM SLAB REINFORCEMENT WITHSTAINLESS STEEL STRAPS.

P.16.4. TO ENSURE CORRECT PLUMBING CONNECTIONS AREINSTALLED IT IS ESSENTIAL THAT A COPY OF THISREPORT AND ANY RELEVANT ADDITIONS (WHEREAPPLICABLE) ARE SUPPLIED TO THE PLUMBERPRIOR TO THEIR PREPARATION.

P.16.5. IT IS ALSO ADVISABLE THAT SLAB DOCUMENTATIONIS AVAILABLE ON-SITE FOR REFERENCE BY THEPLUMBERS AND NOMINATED INSPECTORS.

TYP. UNDER SLAB EDGE DETAIL(ELEVATION VIEW)

SERVICE PIPE

STORMWATERDRAINAGE PIPE

DOWNPIPE

TYP. STORMWATER DETAIL

HORIZONTAL EXPANSION JOINTG.L.

G.L.

CLAY PLUG

COMBINATION SWIVEL-EXPANSION JOINT· TO BE INSTALLED WITHIN 1000mm OF DWELLING

PERIMETER· MAY BE REPLACED WITH A SERIES OF SWIVEL &

EXPANSION JOINTS OF EQUIVALENT ALLOWABLEMOVEMENT

LEGEND:OP

- NOT REQUIRED- REQUIRED

DOWNPIPE EXPANSION JOINT OROVERSIZE COUPLING TO ALLOWFOR VERTICAL MOVEMENT


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

SCALE - 1:20 @ A3

PLUMBING ARTICULATION DETAILS - SHEET 1


1-2-063765488309-0000000-09388-000052243031302

LEGEND:

PROPOSED HOUSE DRAIN

COMBINATION SWIVEL EXPANSION JOINT

HORIZONTAL EXPANSION JOINT

IOS INSPECTION OPENING TO SURFACE

IO INSPECTION OPENING

ORG OVERFLOW RELIEF GULLY

VERTICAL STACK WITH EXPANSION JOINT

VS VERTICAL STACK ONLY

SK SINK (KITCHEN)

VB VANITY BASIN

WC WATER CLOSET

SHR SHOWER

LT LAUNDRY TUB

BTH BATH TUB

VP VENT PIPE

FWG FLOOR WASTE

IMPORTANT NOTE:

TYPICAL HOUSE DRAINAGE ARTICULATIONNOT TO SCALE AND NOT SITE SPECIFIC USEAS GUIDE ONLY.

FWG

HOUSE CONNECTION, CONFIRM LOCATION &DEPTH ON SITE & CONNECT TO EXISTING PC INACCORDANCE WITH LOCAL COUNCIL GUIDELINES

VP

VS

WC

LT

VB

IOS

ORG

SK

IOS

IOS

CLAY PLUG

CLAY PLUGCLAY PLUG

30 METER MAX. BETWEEN INSPECTION OPENING (TYP.)

REFER TO TABLE FORLAGGED THICKNESS (TYP.)

IMPORTANT NOTE:

IT IS RECOMMENDED THAT THE PLUMBINGTRENCHES REMAIN FREE OF WATER BEFORECONCRETE SLAB IS POURED.

IOS


GERVASE PURICH


2 3.21.476



DATE

PROJECT NO.


DESIGN BY

CHECKED

DM

DVH

SCALE - 1:20 @ A3

PLUMBING ARTICULATION DETAILS - SHEET 2


1-2-063765488309-0000000-09388-000052243031302

LEGEND

DENOTES FLOOR JOIST DIRECTION

DENOTES LOAD BEARING WALL

BBO DENOTES BEAM BY OTHERS

FH FULL HEIGHT

LBW

MEMBER SCHEDULE

MARK MEMBER SIZE DESCRIPTION

SB1 300 PFC STEEL BEAM

SB2 300 PFC WIND BEAM



GL1 300 PFC GARAGE LINTEL

SC1 75x4.0 SHS STUD COLUMN

C1 75x4.0 SHS STEEL COLUMN

SB4

SB1

C1

WB1

( SB

2)

BBO

GL1

C1

SB3

1S-402

LBW

LBW

2S-402

C1

C1

C1

C1

BBO

SC1

C1

C1

C1

LBWLBW

2S-402

LBWLBW

LBW

C1 ( FH)

C1 ( FH)


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STEEL BEAM PLAN - SHEET 1


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MEMBER SCHEDULE

MARK MEMBER SIZE DESCRIPTION


C1 75x4.0 SHS STEEL COLUMN

LEGEND

(FH) DENOTES FULL HEIGHT COLUMN

TGT DENOTES TRUNCATED GIRDER TRUSS BYMANUFACTURERS

T DENOTES TRUSS BY MANUFACTURERSC1 ( F

H)

C1 ( FH) SB5

TGTTG

T

TGT

T


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STEEL BEAM PLAN - SHEET 2


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3535

PFC MEMBERUB MEMBERUB OVER STEEL COLUMNCONNECTION DETAIL

SCALE 1:10

PFC OVER STEEL COLUMNCONNECTION DETAIL

SCALE 1:10

WEB/FLANGE STIFFENER,CFW ALL AROUND TO WEB &FLANGES. REFER TABLE FORTHICKNESS PFC UB UB PFC

COLUMN CAP PLATE, CFW ALLAROUND TO COLUMN. 2-M124.6/s BOLTS TO PFC. SEE TABLEFOR THICKNESS

COLUMN CAP PLATE, CFW ALLAROUND TO COLUMN. 2-M124.6/s BOLTS TO UB. SEE TABLEFOR THICKNESS

WEB/FLANGE STIFFENER,CFW ALL AROUND TO WEB &FLANGES, BOTH SIDES OFWEB. REFER TABLE FORTHICKNESS

STIFFENERPLATE

STEELCOLUMN

STEELCOLUMN

STEELCOLUMN

A-

A-

SECTIONSCALE

A-1:10

STEEL COLUMNMUST BE PLACEDWITHIN 75mm OFCENTRE WEB

STIFFENERPLATE,BOTH SIDES

30

10thk BASE PL6CFW ALL-ROUND

6CFW ALL-ROUNDTO BASE OF COLUMN

4-M12 CHEMSET (502) STUDSTO CONC. SLAB/FOOTING.150mm MIN. EMBED.

SLAB EDGE(IF APPLICABLE)

65 M

IN.

2-M12 CHEMSET (502) STUDSTO CONC. SLAB/FOOTING.

150mm MIN. EMBED.

10thk BASE PL6CFW ALL-ROUND

6CFW ALL-ROUNDTO BASE OF COLUMN


65 M

IN.

150

MIN

.

X-

SHS

SHS TO SLAB DETAILSSCALE 1:10

10 THICK CAP PLATE.6 CFW TO COLUMN.2-M12 4.6/S BOLTS.


SECTIONSCALE

X-1:10

WEB SIDE PLATE CONNECTION

BEAM SIZE No. OF BOLTS 'gw'

150 PFC 2 50

180 PFC 2 70

200 PFC 2 90

230 PFC 2 120

250 PFC 2 120

300 PFC 3 90

380 PFC 3 120

150 UB 2 60

180 UB 2 70

200 UB 2 90

250 UB 2 120

310 UB 3 90

360 UB 3 120

410 UB 3 140

STIFFENER & CAP PLATE THICKNESS

BEAM DEPTH(mm)

CAP PLATETHICKNESS

(mm)

STIFFENER PLATETHICKNESS (mm)

150 - 200 10 8

230 - 380 12 10

> 380 16 10

NOTES:

· ALL WELDS TO BE 6mm CFW, GP UNLESS NOTED OTHERWISE. WELDCONSUMABLES TO BE E48XX/W50X.

· THESE CONNECTIONS ARE LIMITED TO A MAXIMUM TENSION CAPACITYOF 50kN AND A SHEAR CAPACITY OF 50kN U.N.O

· LARGER MEMBER SIZES SHALL BE PURPOSE DESIGNED BY THEENGINEER

SECTIONSCALE

1S-4001:10

75x4 SHS STUB COLUMN TO SUIT,6CFW TO SB3 & 12 THK BASEPLATE & 2/M12 TO GL1

WEB/FLANGE STIFFENER,CFW ALL AROUND TO WEB &FLANGES, REFER TABLE FORTHICKNESS

GL1

SB3

FIRST FLOOR FRAME

JOIST BY OTHERS

TIMBER PACKING & POLE PLATE TOSUIT M12 BOLT @ 900 CTS. TO PFC

FIX FACE-MOUNTED JOIST HANGERTO NAILING PLATE AS PERMANUFACTURER'S SPEC'S

RAFTERS & BATTENS TOMANUFACTURER SPEC.

SECTIONSCALE

2S-4001:10

SB4, SB3


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A

B

N2

WIND BRACING AXIS

WIND BRACING NOTES:W.1. BRACING PANELS, INCLUDING FIXINGS AT TOP & BOTTOM ARE

TO BE CONSTRUCTED IN ACCORDANCE WITH MANUFACTURER'SSPECIFICATION AND AS 1684-2010.

W.2. CONSTRUCTION BRACING: 40% OF BRACING TO BE IN PLACEBEFORE ROOFING IS INSTALLED.

W.3. STRUCTURAL PLY SHEET BRACING IN ACCORDANCE WITHAS 1684-2010. PLYWOOD BRACING PANELS LESS THAN 900mmIN WIDTH ARE TO HAVE ADDITIONAL FIXINGS OF 1-M10 COACHSCREW AT EACH CORNER OF THE PANEL OR M12 RODS EACHEND.

W.4. PLYWOOD BRACING (6kN/m RATING) FIXED IN ACCORDANCEWITH AS 1684 (TABLE 8.18 H).

W.5. DOUBLE BRACED WALLS TO HAVE M16 RODS EACH END.

W.6. CEILING DIAPHRAGM ACTION IS REQUIRED TO DISTRIBUTELOADS TO BRACING WALLS. CEILING BATTENS TO BE DIRECTLYFIXED TO THE TRUSSES OR RAFTERS. HANGING BRACKET WILLNOT BE PERMITTED UNLESS THE BRACKET IS CERTIFIED BY THEMANUFACTURER, SPECIFICALLY THAT IT WILL NOT AFFECT THECEILING DIAPHRAGM.

W.7. ALL PLY BRACE TO BE INSTALLED IN VENEER CAVITY WHEREPOSSIBLE.

WIND BRACING SCHEDULE

WIND DIRECTION DIRECTION A DIRECTION B

WIND BRACING REQUIRED (kN) 102 64.5

BRACING TYPE RATE (kN) QUANTITY AMOUNT (kN) QUANTITY AMOUNT (kN)

PLYWOOD BRACING PANEL (PLY) 5.2/m 20.60m 107.3 14.40m 75.0

WIND BRACING PROVIDED (kN) 107.3 75.0

LEGEND

INDICATES M16 TIE DOWN ROD FROM TOP PLATETO SLAB

INDICATES M12 TIE DOWN ROD FROM TOP PLATETO SLAB

INDICATES M12 POWERS BLUE TIP SCREW-BOLTFROM BOTTOM PLATE TO SLAB (FOR BRACING)

1500

PLY

900

PLY

900

PLY

600

PLY

2000

PLY

900

PLY

3900

PLY

3900

PLY

900 PLY

900 PLY

3000 PLY

2400 PLY

1800 PLY

900 PLY

600

PLY

900 PLY

900 PLY 900 PLY

900

PLY

900

PLY

600

PLY

1500

PLY

1500

PLY

900 PLY

900 PLY


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GROUND FLOOR - BRACING PLAN


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A

B

N2

WIND BRACING AXIS

WIND BRACING NOTES:W.1. BRACING PANELS, INCLUDING FIXINGS AT TOP & BOTTOM ARE

TO BE CONSTRUCTED IN ACCORDANCE WITH MANUFACTURER'SSPECIFICATION AND AS 1684-2010.

W.2. CONSTRUCTION BRACING: 40% OF BRACING TO BE IN PLACEBEFORE ROOFING IS INSTALLED.

W.3. STRUCTURAL PLY SHEET BRACING IN ACCORDANCE WITHAS 1684-2010. PLYWOOD BRACING PANELS LESS THAN 900mmIN WIDTH ARE TO HAVE ADDITIONAL FIXINGS OF 1-M10 COACHSCREW AT EACH CORNER OF THE PANEL OR M12 RODS EACHEND.

W.4. PLYWOOD BRACING (6kN/m RATING) FIXED IN ACCORDANCEWITH AS 1684 (TABLE 8.18 H).

W.5. DOUBLE BRACED WALLS TO HAVE M16 RODS EACH END.

W.6. CEILING DIAPHRAGM ACTION IS REQUIRED TO DISTRIBUTELOADS TO BRACING WALLS. CEILING BATTENS TO BE DIRECTLYFIXED TO THE TRUSSES OR RAFTERS. HANGING BRACKET WILLNOT BE PERMITTED UNLESS THE BRACKET IS CERTIFIED BY THEMANUFACTURER, SPECIFICALLY THAT IT WILL NOT AFFECT THECEILING DIAPHRAGM.

W.7. ALL PLY BRACE TO BE INSTALLED IN VENEER CAVITY WHEREPOSSIBLE.

WIND BRACING SCHEDULE

WIND DIRECTION DIRECTION A DIRECTION B

WIND BRACING REQUIRED (kN) 46 22.5

BRACING TYPE RATE (kN) QUANTITY AMOUNT (kN) QUANTITY AMOUNT (kN)

PLYWOOD BRACING PANEL (PLY) 5.2/m 10.20m 53.0 6.30m 32.8

WIND BRACING PROVIDED (kN) 53.0 32.8

LEGEND

INDICATES M12 BOLT FROM BOTTOM PLATE TOFLOOR JOIST (FOR BRACING)

INDICATES M12 TIE DOWN ROD FROM TOP PLATETO FLOOR FRAMING

900 PLY 900 PLY

900 PLY

900 PLY

900 PLY

900 PLY

600

PLY

1800

PLY

1800

PLY

1800

PLY

900

PLY

900

PLY

900

PLY

600

PLY

900 PLY

900

PLY


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FIRST FLOOR - BRACING PLAN


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100max

TYPICAL BRACING WALL CONNECTION DETAILSREAD IN CONJUNCTION WITH AS 1684

WALL PARALLEL TO TRUSS/RAFTER/JOIST(7.4 kN)

TRUSS/RAFTER/JOIST

BLOCKING PIECESLARGE ENOUGH TOAVOID SPLITTING

FIX EACH BLOCKWITH 3 BATTENSCREWS

BRACING WALL

INTERNAL WALL TO EXTERNAL WALL(8.1kN)

BRACINGWALL

EXTERNALWALL

2/30 x 0.8 GI STRAPS,6/2.8 ∅ NAILSEACH END OF STRAP

BRACING WALLON TOP OF I-JOIST

70 x 35 MGP10 WEBSTIFFENERWALL UNDER

90x45 MGP10 minNOGGING, FIXED WITH1/FRAMING ANCHOR EACHEND & 6/2.8∅ NAILS EACHFACE

38 THICK BLOCKING3 BATTEN SCREWS

TRUSS/RAFTER/JOIST

BRACING WALL

WALL PERPENDICULAR TO TRUSS/RAFTER/JOIST(7.4 kN)

WALL TO JOIST CONNECTIONWALL TO JOIST BRIDGING CONNECTION

BRACING WALLNOM. SEASONED TIMBERBLOCKING PIECE

3/ BATTEN SCREWSEACH END. 50mm MINPENETRATION INTORECEIVING MEMBER

M12 BOLT &WASHER

130x63 LVL

130SOLID BLOCKING BETWEEN

TOP, BTM FLANGE &BRIDGING MEMBER I JOIST

NOTE: PROVIDE GAP BETWEENTOP PLATE & ROOF MEMBERSTO ALLOW FOR DEFLECTION

BRACING WALL TIE-DOWN TO SLABNTS

POWERS BLUE TIPSCREW-BOLT (BTG12100)65MM EMBED.

INTERNAL PLY BRACEWALL OVER

POWERS BLUE TIPSCREW-BOLT (BTG12150)115mm EMBED.

EXTERNAL PLY BRACEWALL OVER

45mm MINEDGE DISTANCE

300

150

50

50

MINIMUM PLYWOOD THICKNESS(mm)

PLYWOODSTRESSGRADE

STUDSPACING450mm

STUDSPACING600mm

F8 7mm 9mm

F11 6mm 7mm

F14 4mm 6mm

F27 4mm 4.5mm

TYPICAL BRACING WALL (PLY)READ IN CONJUNCTION WITH AS 1684 TABLE 8.18(h) - METHOD B

(6.0 kN/m RATING FOR 2.7m HIGH WALLS)

VERTICAL BUTT JOINTSPERMITTED PROVIDED FIXED TONOGGING AT 50mm CRS

2.8∅ FH NAILS AT 9mm FROM EDGE OF SHEETAND: 50 CRS TOP & BTM PLATE, 150 CRSVERTICAL EDGES & 300 CRS INTERMEDIATESTUDS

BRACING PANELS CONNECTED TO FLOOR WITHA 13kN AT EACH END & INTERMEDIATELY AT1200mm CRS MAX.


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BRACING DETAILS


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NOMINAL FIXINGS FOR TIMBER MEMBERS - TABLE 9.4 AS1684.2-2010JOINT MINIMUM FIXING FOR EACH JOINT

FLOOR FRAMING

Bearer to timber stump/post

4/75 × 3.33 mm or 5/75 × 3.05 mm machine-driven nails plus1/30 × 0.8 mm G.I. strap over bearer and fixed both ends to stump with 4/2.8 mmdia. each end;OR1/M10 bolt through bearer halved to stump;OR1/M12 cranked bolt fixed vertically through bearer and bolted to stump plus4/75 × 3.33 mm or 5/75 × 3.05 mm machine-driven nails

Bearer to masonry column/wall/pier(excluding masonry veneer construction)

1/M10 bolt or 1/50 × 4 mm mild steel bar fixed to bearer with M10 bolt and castinto masonry (to footing)

Bearer to supports (masonry veneer construction) No requirement

Bearer to concrete stump/post 1/6 mm dia. rod cast into stump, vertically through bearer and bent over

Bearers to steel post 1/M10 coach screw or bolt

Floor joist to bearer 2/75 × 3.05 mm dia. nails

WALL FRAMING

Plates to studs and plates to ring beams at 600mmmax. centres

Plates up to 38 mm thick—2/75 × 3.05 mm nails through plate; Plates 38 to 50mm thick—2/90 × 3.05 mm nails through plate; OR2/75 × 3.05 mm nails skewed through stud into plate

Noggings to studs 2/75 × 3.05 mm nail skewed or through nailed

Timber braces to studs or plates/ring beams 2/50 × 2.8 mm dia. nails at each joint

Lintel to jamb stud 2/75 × 3.05 mm dia. nails at each joint

Bottom plates to joists

Non-loadbearingand non-bracingwalls

2/2.8 mm dia. nails at max. 600 mm centres

Other walls Plates up to 38 mm thick—2/75 × 3.05 mm nails at max.600 mm centres; Plates 38to 50 mm thick—2/90 × 3.05 mm nails at max.600 mm centres

Bottom plates to concrete slab One 75 mm masonry nail (hand-driven at slab edge), screw or bolt at not morethan 1200 mm centres

Ribbon plate to top plate Refer to Clause 2.5 and Clause 9.2.8 of AS1684.2-2010

Multiple studs 1/75 × 3.05 mm nail at 600 centres max.

Posts to bearers or joists 1/M12 or 2/M10 bolts (unless otherwise specified)

ROOF FRAMING

Roof trusses to top plates/ringbeams

Standard trusses

See Clause 1.12 of AS1684.2-2010; OROne framing anchor with three nails to each leg; OR1/30 × 0.8 mm G.I. strap over truss with strap ends fixed to plate with 3/2.8 mmdia. nails plus 2/75 mm skew nails

Girder trusses In accordance with Clause 9.6.4 of AS1684.2-2010

Rafters to top plates/ringbeams

Coupled roofs2/75 mm skew nails plus, where adjoining a ceiling joist of—38mm thick - 2/75mm nails; OR50mm thick - 2/90mm nails; fixing joist to rafter

Non-coupled roofs 2/75 mm skew nails

Rafter to ridge 2/75 mm skew nails

Ceiling joists to top plates 2/75 mm skew nails

Ceiling joists to rafters In coupled roof construction, 1/75 hand-driven nail; OR 2/75 × 3.05 mmmachine-driven nails

Collar ties to rafters 1/M10 bolt for ties over 4.2 m or 3/75 mm nails for ties up to 4.2 m long

Verandah beams and roof beams to post 1/M12 or 2/M10 bolts (unless otherwise specified for tie-down)

NOTES:1. Nails that are smaller than the nominated size, or other than those described, may be used providing their performance, as determinedby testing, indicates they are not inferior to the nail sizes given above.2. the nominal connections for roof trusses to top plates given in this table are based on the minimum connection detailsrecommended by truss plate manufacturers.

NOTE:1. Assumed building design:

1.1. Sheet roof1.2. Trusses at 900 CRS1.3. Battens at 900 CRS1.4. Joint group = JD51.5. Max roof load width = 7500mm1.6. Joists at 450 Crs

2. Bearer/column spacing supporting roof = 3000mm.3. Refer to designers details for tie down beside openings greater than 4800mm.4. Top plate must be designed for tie down spacing.5. The top plate shall be fixed or tied to the lintel within 100mm of each rafter/truss, or the rafter/truss

fixed directly to the lintel with a fixing of equivalent tie-down strength to that required for therafter/truss.

6. Truss tie-down by truss manufacturer to take precedence if available.7. For engineered timber, refer to manufacturer for fixing/installation.

N2 - SHEET TIE-DOWN SCHEDULE

CONNECTION REQUIRED PROVIDED DESCRIPTION AS1684.2-2010FIGURE REF.

Roof sheeting to battens - - FIXED AS PER MANUFACTURERS SPECIFICATIONS -

Battens to trusses / rafters 1.5 kN 3.6 kN 1/75mm No. 14, type 17 batten screw (assumed 38mm thick batten) 9.25 (d)

Trusses/rafters to top plate/roof beam 5.0 kN 13.0 kN 1/30x0.8 GI looped strap with 5/2.8mm dia nails each end 9.21 (e)

Girder trusses to plate (15m2) 11.1 kN 13.0 kN 1/30x0.8 GI looped strap with 5/2.8mm dia nails each end, 2 straps plate to studs with 6nails each end

9.21 (e)

Roof beam to wall frame (15m2) 11.1 kN 14.0 kN 2/30x0.8 GI strap with 6/2.8mm dia nails each end, 2 straps plate to studs with 6 nailseach end

9.20 (b)

Roof beam to min. 70mm timber column after anynotching (15m2) 11.1 kN 14.0 kN 2/M12 horizontal bolts through beam and 70mm min. thick column 9.16 (c)

Roof beam to shs column (15m2) 11.1 kN 17.0 kN 2/M12 horizontal bolts through 10mm side plate, 6mm cfw to shs 9.16 (i)

Roof beam to reinforced masonry / concrete post(up to 15m²) 11.1 kN 16.0 kN 1/M12 bolt vertically through beam, into concrete/blockwork or rod tied to footing for

brickwork9.16 (g)

Studs to plates 5.0 kN 6.9 kN 1/30x0.8 GI strap with 6/2.8mm dia nails each end @ 900mm crs max, corners and end 9.19 (d)

Beside openings (up to 1500mm) 6.7 kN 6.9 kN 1/30x0.8 GI strap with 6/2.8mm dia nails each end 9.20 (a)

Beside openings (up to 3600mm) 12.5 kN 14.0 kN 2/30x0.8 GI strap with 6/2.8mm dia nails each end 9.20 (b)

Beside openings (up to 4800mm) 15.9 kN 16.0 kN 1/M12 rod at each end to floor / slab 9.20 (c)

Bottom plate to slab / floor 3.8 kN 16.0 kN 1/M12 bolts at 1200mm crs max. besides openings, corners, ends, girder trusses androof beams

9.18 (b) & (d)

Solid sawn joists to bearer NOMINAL - As per as1684.2-2010 table 9.4 (unless otherwise specified)

Bearer to shs column / wall NOMINAL - As per as1684.2-2010 table 9.4 (unless otherwise specified)


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TIE DOWN TABLE


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38 x 75 OR 38 x 50 BATTENFIXED WITH No.14 TYPE 17SCREWS AS NOTED.

NOTE: 2/SCREWS TO BE USEDONLY WITH 75mm WIDE BATTEN.

BEARERS TO STUMPS, POSTS, PIERSAS1684.2 - 2010 TABLE 9.25 (d)

LINTEL

SOLID NOGGING100 MAX

250

250

100 MAX

BOLT OR STRAP

BOLT OR G.ISTRAP TO FLOORFRAME OR SLAB

30 x 0.8mm G.I. STRAPNo. OF NAILS AS PER TABLE.

BEAMS/LINTELS/RING BEAMS TO STUDS/POSTS/FLOORAS 1684-2010 TABLE 9.20 (a)

NOTE:THE TOP PLATE SHALL BE FIXED OR TIED TO THE LINTEL WITHIN 100mm OFEACH RAFTER/TRUSS, OR THE RAFTER/TRUSS FIXED DIRECTLY TO THELINTEL WITH A FIXING OF EQUIVALENT TIE-DOWN STRENGTH TO THATREQUIRED FOR THE RAFTER/TRUSS.

250

250

250

100

100 MAX

BEAMS/LINTELS/RING BEAMS TO STUDS/POSTS/FLOORAS 1684-2010 TABLE 9.20 (b)


2/30 x 0.8mm G.I. STRAP No.OF NAILS AS PER TABLE.

BOLT OR STRAP

BOLT TO FLOORFRAME OR SLAB.

LINTEL

100

100

30 x 0.8 G.I. STRAP, 2.8∅NAILS EACH END AS NOTED.

PLATES TO STUDSAS 1684-2010 TABLE 9.19 (d)

70mmMIN

BOLTS AS PERTABLE.

2 x BOLT ∅ MIN 6 x BOLT ∅ MIN5 x BOLT ∅ MIN4 x BOLT ∅ MIN

TIMBER POST

70MIN.

BEARERS TO STUMPS, POSTS, PIERSAS1684.2 - 2010 TABLE 9.16 (c)

2 x BOLT ∅ MIN4 x BOLT ∅ MIN5 x BOLT ∅ MIN

MS COLUMN.500mm FOR M10AND M12 BOLTS,600mm FOR M16AND M20

BOLT AS PERTABLE.

75 x 8mm MSFISHTAIL PLATE.

BEARERS TO STUMPS, POSTS, PIERSAS1684.2 - 2010 TABLE 9.16 (i)

BOLT AS PER TABLE.

500mm FORM10 AND M12BOLTS, 600mmFOR M16.

ROD TIED TOFOOTING.

BEARERS TO STUMPS, POSTS, PIERSAS1684.2 - 2010 TABLE 9.16 (g)

100mmmax

BOTTOM PLATES TO FLOOR JOISTSAS 1684-2010 TABLE 9.18 (b)

BOLTS AS PER TABLE

BEARER ORUNDERBATTEN.

CAST-IN BOLTSAS PER TABLE

BOTTOM PLATES TO SLABAS 1684-2010 TABLE 9.18 (d)

180

min

30 x 0.8mm G.I. STRAPAS PER TABLE.

NAILS REQUIRED EACH END OF LOOPED STRAP:3/2.8mm FOR J24/2.8mm FOR J3 & JD45/2.8mm FOR J4, JD5 & JD6

ROOF/TRUSSES TO WALL/FLOOR FRAMEAS1684.2 - 2010 TABLE 9.21 (e)

POSITION OF TIE-DOWN CONNECTIONS

100 MAX

100 MAX

LINTEL

SOLID NOGGING

ROD SIZE ASPER TABLE


FOR M16 ROD, THE DETAIL IN ITEM (d) OR (e) SHALL BE USED

BEAMS/LINTELS/RING BEAMS TO STUDS/POSTS/FLOORAS 1684-2010 TABLE 9.20 (c)

STRAP UNDER AND TOOPPOSITE FACE OF PLATE


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SCALE - 1:20 @ A3

TIE DOWN DETAILS


1-2-063765488309-0000000-09388-000052243031302

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