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Engineering plans
Attached to the e-mail MCU22/0207 & OPW22/0314 - Response to Council’s Information Request - 24 Wesley Court Noosa Heads.
Plans and drawings: the text below has words only, no drawings.
PROJECT NOTES (NOTE THAT ALL NOTES MAY NOT APPLY) PAGE 1
GENERAL CONTRACTORS SUBMISSIONS EARTHWORKS FOOTINGS AND SLAB ON GROUND FOOTINGS AND SLAB ON GROUND
1. THESE ENGINEERING DRAWINGS HAVE BEEN PREPARED FROM 1. THE REINFORCEMENT, PRESTRESSING AND STRUCTURAL STEEL 8. WHERE ANY FILLING IS CARRIED OUT ON THE SITE AFTER 5. MINIMUM CONCRETE STRENGTHS/COVER FOR ALL SLAB ON 14. RESTRICTIONS ON TREES AND SHRUBS
INFORMATION AVAILABLE AT THE TIME. AS THIS INFORMATION MATERIAL SUPPLIER MUST BE CERTIFIED BY ACRS (AUSTRALIAN THE COMPLETION OF THE SITE INVESTIGATION, THE GROUND MEMBERS SHALL BE AS FOLLOWS:-
MAY BE THE SUBJECT OF CHANGE PRIOR TO OR DURING STANDARDS CERTIFICATION AND VERIFICATION OF FOLLOWING REQUIREMENTS SHALL BE FOLLOWED: -------------------------------------------------------------------------------------------------------------------- • PLANTING OF TREES SHOULD BE AVOIDED BEAR THE
CONSTRUCTION, THE CONTRACTOR IS REQUESTED TO ADVISE 2. REINFORCING, PRESTRESSING AND STRUCTURAL STEELS) FOR MEMBER LOCATION FOUNDATION OF THE BUILDING OR NEIGHBOURING BUILDING
MEMBER TYPE EXTERNAL INTERNAL
LINDSAY CONSULTING PTY
THE ENGINEER WHERE DIFFERENCES OCCUR. THESE DRAWINGS THE SUPPLY OF REINFORCEMENT, PRESTRESSING STRUCTURAL • THE SITE SHALL BE STRIPPED OF ALL VEGETATION
LINDSAY CONSULTING PTY LTD
COVER STRENGTH COVER STRENGTH
SHALL NOT BE USED FOR FINALSETOUT OF THE PROJECT STEEL. PRIOR TO THE PLACEMENT OF ANY FILLING • ON REACTIVE SITES AS THE CAN CAUSE DAMAGE DUE TO THE LTD
UNLESS SPECIFICALLY STATED. MATERIAL. DRYING OF THE CLAY AT SUBSTANTIAL DISTANCES.
FOOTINGS 40mm 20 MPA --- ---
3. SUBMIT CURRENT CERTIFICATES.
2. INSPECTIONS ARE REQUIRED TO BE PERFORMED BY A DULY • COMPACTION STANDARDS FOR FILLING MATERIAL SLABS IN CONTACT • TO REDUCE, BUT NOT ELIMINATE, THETHE POSSIBILITY OF RPEQ 4928
APPOINTED COMPETANT PERSON(S). REFER TO PRINCIPLE
CONTRACTOR, CERTIFER, STATE GOVERMENT LEGLISLATION OR
STRUCTURE LOADINGS CONTROLLED FILLING
WITH GROUND
(GENERAL) 40mm 32 MPA 25mm top 25 MPA
DAMAGE, TREE PLANTING SHOULD BE RESTRICTED TO A
DISTANCE FROM THE HOUSE AS FOLLOWS. OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
COUNCIL FOR FOR HOLD POINTS.
THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING DESIGN (A) SAND FILLING UP TO 800 DEEP, PLACED IN SLABS IN CONTACT
25mm bottom
(I) 1 AND A HALF TIMES THE MATURE HEIGHT FOR CLASS E
THIS DRAWING REMAINS THE PROPERTY OF
3. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL
EVENTS, IN ACCORDANCE WITH THE BUILDING CODE OF AUSTRALIA. MAXIMUM 300mm THICK LAYERS AND
WITH GROUND
(LIGHT INDUST.) 40mm 32 MPA 25mm top 32 MPA SITES. LINDSAY CONSULTING PTY LTD AND IS FOR
ARCHITECTURAL AND OTHER CONSULTANTS' DRAWINGS AND 1. STRUCTURE IMPORTANCE LEVEL: 2 COMPACTED WITH A VIBRATING ROLLER TO 25mm bottom THE SOLE USE OF THE CLIENT. NO PART
SPECIFICATIONS AND WITH SUCH OTHER WRITTEN ACHIEVE A MINIMUM DYNAMIC CONE PENETRO- SLABS IN CONTACT (II) 1 TIMES THE MATURE HEIGHT FOR CLASS H1 AND H2 SITES. MAY BE USED IN PART OR WHOLE WITHOUT
INSTRUCTIONS AS MAY BE ISSUED DURING THE COURSE OF THE 2. ANNUAL PROBABILITY OF EXCEEDANCE: METER READING OF 7 BLOWS PER 300 WITH GROUND (NON
CONTRACT. PENETRATION (REFER AS 1289.F3.3). -NEUMATIC TYRES) 40mm 40 MPA 25mm top 40 MPA (III) 0.75 TIMES THE MATURE HEIGHT FOR CLASS M SITES. PRIOR EXPRESS WRITTEN CONSENT OF
WIND 1:500 PAVEMENTS
LINDSAY CONSULTING PTY LTD
4. ALL DISCREPANCIES SHALL BE REFERRED TO THE ARCHITECT EARTHQUAKE 1:500 SAND FILL MAY BE FLOODED IF NECESSARY TO (GENERAL) 30mm 32 MPA --- ---
• WHERE ROWS OR GROUPS OF TREES ARE INVOLVED, THE
FOR DECISION BEFORE PROCEEDING WITH THE WORK.
3. WIND LOADING HAS BEEN DETERMINED IN ACCORDANCE
ACHIEVE THIS COMPACTION STANDARD,
PROVIDED THE WATER CAN SUBSEQUENTLY BE PAVEMENTS
DISTANCE FROM THE BUILDING SHOULD BE INCREASED.
CLIENT AND PROJECT DESCRIPTION
5. ALL DIMENSIONS RELEVANT TO SETTING OUT AND OFF-SITE
WORK SHALL BE VERIFIED BY THE CONTRACTOR BEFORE
CONSTRUCTION AND FABRICATION IS COMMENCED.
WITH AS/NZS 1170.2 WIND ACTIONS, USING THESE
VALUES:
(B)
DRAINED FROM THE SITE.
NON-SAND FILLING UP TO 400 DEEP, PLACED IN
(NON-
PNEUMATIC TYRES) 30mm 32 MPA --- ---
• REMOVAL OF TREES FROM THE SITE CAN ALSO CAUSE SIMILAR
PROBLEMS. NOOSA OWN BUILD.
6. THE ENGINEER'S DRAWINGS SHALL NOT BE SCALED.
WIND REGION
TERRAIN CATEGORY
B
2.5
MAXIMUM 150 mm THICK LAYERS AND
COMPACTED WITH A MECHANICAL ROLLER.
-----------------------------------------------------------------------------------------------------------------------------
• ALTERNATIVELY, ROOT BARRIER SHALL BE INSTALLED AS PER
MANUFACTURERS SPECIFICATIONS.
PROPOSED ALTERATIONS
24 WESLEY COURT
6. MINIMUM LAPS AND SPLICES FOR REINFORCEMENT
SHIELDING MULTIPLIER 1.0 CLAY FILL SHALL BE MOIST DURING COMPACTION.
7. DURING CONSTRUCTION THE CONTRACTOR SHALL BE TOPOGRAPHIC MULTIPLIER 1.0 15. SUBTERRANEAN TERMITE PROTECTION SHALL BE IN ACCODANCE WITH
(A) SLAB FABRIC - 225 MINIMUM OVERLAP OF
RESPONSIBLE FOR MAINTAINING THE STRUCTURE IN A STABLE
CONDITION AND ENSURING NO PART SHALL BE OVERSTRESSED
REGIONAL WIND SPEED, VR 57.0 m/sec. (C) CONTROLLED FILLING SHALL CONTINUE FOR AT
LEAST 1 METRE PAST THE EDGE OF THE
TRANSVERSE BARS AT ALL EDGES
AS3660-PART AND THE BCA.
NOOSA HEADS
UNDER CONSTRUCTION ACTIVITIES. INTERNAL PRESSURE COEFFICIENT Cp,i +0.2, _0.3 FOOTING BEAM AND SHALL BE BATTERED BACK 16. FIREPLACES SHALL BE SUPPORTED ON SLAB THICKENING EXTENDING
(B) TRENCH MESH - 500 SPLICES IN ALL FOOTING BEAMS -
TO THE ORIGINAL SURFACE WITH A SLOPE OF 300 PAST THE EDGES OF THE MASONRY AND REINFORCED WITH F72
LAPS AT INTERSECTIONS AS PER THE DRAWINGS
8. WORKMANSHIP AND MATERIALS ARE TO BE IN ACCORDANCE 4. EARTHQUAKE LOADING HAS BEEN DETERMINED IN NO MORE THAN 1:2 (VERT : HOR). MESH TOP AND BOTTOM. SLAB THICKENING SHALL BE 150 THICK FOR
WITH THE RELEVANT CURRENT S.A.A. CODES INCLUDING ALL ACCORDANCE WITH AS/NZS1170.4 USING THESE VALUES: SINGLE STOREY CONSTRUCTION AND 200 THICK FOR TWO STOREY
(C) REINFORCING - 500 SPLICES IN ALL FOOTING BEAMS
AMENDMENTS, AND THE LOCAL STATUTORY AUTHORITIES, (D) WHERE THE DEPTH OF FILLING MATERIAL EXCEEDS CONSTRUCTION.
BARS - PROVIDE "L" BARS AT ALL BEAM INTER-
EXCEPT WHERE VARIED BY THE CONTRACT DOCUMENTS. SOIL CLASS Ce THAT SPECIFIED ABOVE, THE FILLING MATERIAL
HAZARD FACTOR (z) 0.08 SHALL BE COMPACTED AS FOLLOWS:-
SECTIONS WITH 500 LAPS TO EACH LEG
17. SHRINKAGE CONTROL DRAWING TITLE
9. THE APPROVAL OF A SUBSTITUTION SHALL BE SOUGHT FROM
NOTES - PAGE 1
PROBABILITY FACTOR (kp) 1.0 REINFORCEMENT LAPS SHALL BE AS FOLLOWS:-
THE ENGINEER, BUT IS NOT AN AUTHORISATION FOR AN EXTRA. EARTHQUAKE DESIGN CATEGORY (EDC) I • SAND FILL TO 65% DENSITY INDEX IN • REINFORCING MESH SHALL BE NO LESS THAN SL82 FOR SLABS
ANY EXTRA INVOLVED MUST BE TAKEN UP WITH THE ARCHITECT ACCORDANCE WITH AS1289.E6.1 OVER 18M (NO STEPS) IN LENGTH.
• 12mm 500 mm
AND/OR PRINCIPLE BEFORE THEWORK COMMENCES. 5. UNLESS NOTED OTHERWISE THE STRUCTURAL WORK • 16mm 700 mm
SHOWN ON THESE DRAWINGS HAS BEEN DESIGNED FOR • NON-SAND FILL TO 95% MAXIMUM DRY • WHERE THE FLOOR SLAB IS TO BE TILED, THE FOLLOWING
• 20mm 900 mm
10. UNLESS NOTED OTHERWISE ALL DIMENSIONS ARE IN THE FOLLOWING LIVE LOADS: DENSITY (STANDARD COMPACTION) IN RECOMMENDATIONS ARE MADE, IN ORDER TO MINIMISE THE
• 24mm 1000 mm
MILLIMETRES ACCORDANCE WITH AUSTRALIAN STD EFFECT OF SHRINKAGE:-
• 28mm 1200 mm
AREA LIVE LOAD • 32mm 1400 mm
11. ALL LEVELS ARE EXPRESSED IN METRES. UNIFORM POINT • COMPACTION TESTS SHALL BE CARRIED - SL92 SLAB MESH (OR EQUIVALENT) SHOULD BE PROVIDED
OUT ON EACH LAYER AS THE FILLING IS
FOR ALL OTHER REINFORCEMENT SIZES REFER TO ENGINEER
- PLACEMENT OF TILES SHOULD BE DELAYED FOR AS LONG AS SCALES
12. ALL PROPS AND FORMWORK FOR BEAMS AND SLABS SHALL BE INTERNAL (GENERAL) 1.5 kPa 1.8 kN PLACED. IF THE COMPACTION STANDARD POSSIBLE (PREFERABLY FOR AT LEAST 3 MONTHS)
REMOVED BEFORE CONSTRUCTION OF ANY MASONRY WALLS OR INTERNAL (LIGHT GARAGE) 2.5 kPa 13 kN SPECIFIED IS NOT ACHIEVED, THEN A 8. BAR CHAIRS SHALL BE PROVIDED AT SPACING INACCORDANCE
PARTITIONS ON THE FLOOR. INTERNAL (LIGHT INDUST) 5.0 kPa 4.5 kN/m "PIER AND SLAB" AND "PIER AND BEAM"
FOOTING DESIGN SHALL BE ADOPTED
WITH THE RELEVANT STANDARD TIMBER
INTERNAL (OFFICES) 3.0kPa 2.7 kN
13. ALL NON LOADBEARING WALLS SHALL BE KEPT CLEAR OF THE BALCONIES 2.0 kPa 1.5 kN/m WITH ALL PIERS FOUNDED ON THE 9. CURING ON CONCRETE SHALL BE CARRIED OUT IN 1. ALL TIMBER STRUCTURAL MEMBERS SHALL BE PLACED AND
UNDERSIDE OF SLABS AND BEAMS BY 20mm ROOF 0.25kPa NATURAL UNDERLYING MATERIAL. ACCORDANCE WITH AS3600 FIXED IN ACCORDANCE WITH THE AUSTRALIAN STANDARD CODE
STORAGE 2.4 kPa/m storage height OF PRACTICE FOR CONSTRUCTION IN TIMBER FRAMING
14. UNLESS OTHERWISE SHOWN. SUBTERRANEAN TERMITE ROLLED FILLING 10. ALL CONCRETE SHALL BE MECHANICALLY VIBRATED IN PLACE. AS1684-1999 AND TIMBER STRUCTURES CODE AS 1720.
PROTECTION SHALL BE IN ACCORDANCE WITH AS 3660 -
PART 1 AND THE BCA. (A) SAND FILLING UP TO 600 DEEP, PLACED IN 11. FOR STIFFENED RAFTS, WAFFLE RAFTS AND STRIP FOOTINGS ON 2. TIMBER MEMBERS NOT CALLED UP ON FRAMING PLANS SHALL
MAXIMUM 300mm THICK LAYERS AND COMPACTED BY
15. NON-STRUCTURAL ITEMS SUCH AS DAMP PROOF COURSING, WATERPROOFING REPEATED ROLLING WITH AN EXCAVATOR.
MODERATELY, HIGHLY AND EXTREMELY REACTIVE SITES, THE BE SELECTED IN ACCORDANCE WITH THE ABOVE CODES.
FOLLOWING REQUIREMENTS APPLY TO THE BUILDING SERVICES AND
FLASHING AND WEEP HOLES ARE NOT SHOWN FOR CLARITY. FOOTING SYSTEM IN ADDITION TO REQUIREMENTS OF CLAUSE 6.6 OF
1. REFER TO ARCHITECTS DOCUMENTATION FOR WATERPROOFING 3. ROOF TRUSSES ARE TO BE DESIGNED IN ACCORDANCE WITH
REFER TO THE ARCHITECTURAL DETAILS AS REQUIRED (B) NON-SAND FILING UP TO 300 DEEP, PLACED IN AUSTRALIAN STANDARD AS2870-2011:
DETAILS AND PRODUCT SPECIFICATIONS GENERALLY. THE TIMBER STRUCTURES CODE AS 1720 AND INSTALLED IN
MAXIMUM 150mm THICK LAYERS AND COMPACTED BY
ACCORDANCE WITH AS 4440 INSTALLATION OF NAIL PLATE
SAFETY REPEATED ROLLING WITH AN EXCAVATOR • PENETRATIONS OF THE EDGE BEAM AND FOOTING BY TRUSSES
2. WHILE THE SELECTION AND DETAILING OF WATERPROOFING
PRODUCTS IS OUTSIDE THE SCOPE OF THE STRUCTURAL (C) WHERE THE DEPTH OF FILLING MATERIAL EXCEEDS
DRAIN PIPES SHALL BE SLEEVED USING CLOSED CELL SURVEY DATUM
1. REFER TO THE PROJECT DOCUMENTS FOR AN ASSESSMENT OF DOCUMENTATION, THE FOLLOWING ITEMS MUST BE NOTED: POLYETHYLENE LAGGING OR SIMILAR. 4. REFER TO ARCHITECTURAL DRAWINGS FOR DETAILS OF
THAT SPECIFIED ABOVE, THE FILLING MATERIAL
THE RISKS ASSOCIATEDWITH THE ANY WORKS AND
RECOMMENDED TREATMENTS. (i) REINFORCED CONCRETE AND REINFORCED
SHALL BE COMPACTED AS FOLLOWS:- • DURING CONSTRUCTION, WATER RUN-OFF SHALL BE
COLLECTED AND CHANELLED AWAY FROM THE BUILDING. 5.
ROOFING INSULATION AND CEILINGS
NOT MORE THAN 1 IN 3 BATTENS TO BE SPLICED ON ONE TRUSS.
.
CONCRETE BLOCKWORK ON THEIR OWN ARE NOT • SAND FILL TO 65% DENSITY INDEX IN
2. WHERE THERE IS IS NO OVER RIDING PROJECT DOCUMENT/ WATERPROOF. ACCORDANCE WITH AS1289.E6.1 • EXCAVATIONS NEAR THE EDGE OF THE FOOTING SYSTEM
SPECIFICATIONS THEN REFER TO THE PRINICIPLE CONTRACTOR 6. UNLESS NOTED OTHERWISE THE TRUSS DESIGNER SHALL
FOR ALL SAFETY REQUIREMENTS (ii) LINDSAY CONSULTING PTYL LTD RECOMMENDS • NON-SAND FILL TO 95% MAXIMUM DRY
SHALL E BACKFILLED IN SUCH A WAY AS TO PREVENT
ACCESS OF WATER TO THE FOUNDATIONS AS DESCRIBED
PROVIDE DETAILS OF ALL PLATES AND CLEATS TO BE ATTACHED ASSOCIATED CONSULTANTS
WATERPROOFING MEASURES FOR ALL EXTERNAL TO STEELWORK TO SUPPORT ROOF TRUSSES
DENSITY (STANDARD COMPACTION) IN IN CLAUSE 5.6.3B.
3. CONSULTATION WITH AFFECTED PARTIES IS MANDATORY WHEN SLABS OVER USABLE SPACES AND EXTERNAL SINGLE ACCORDANCE WITH AUSTRALIAN STD
IDENTIFYING HAZARDS,ASSESSING RISKS AND DECIDING ON SKIN MASONRY. 7. ROOF TRUSSES ARE TO BE DESIGNED FOR DESIGN WIND
CONTROL MEASURES. NOTES: CLASSIFICATION.
• COMPACTION TESTS SHALL BE CARRIED a). FOR EXAMPLE, EXCAVATIONS SHOULD BE
(iii) FAILURE TO PROVIDE WATERPROOFING, OR OUT ON EACH LAYER AS THE FILLING IS
4. CONSTRUCTION SHALL BE CARRIED OUT USING SAFE WORK INADEQUATE WATERPROOFING MEASURES MAY BACKFILLED ABOVE OR ADJACENT TO THE FOOTING 8. DEFLECTION OF TRUSSES TO BE LIMITED TO SPAN/600 UNDER
PLACED. IF THE COMPACTION STANDARD WITH MOIST CLAY COMPACTED BY HAND RODDING
METHODS AND IN ACCORDANCE WITH THE FOLLOWING RESULT IN LEAKS. LONG TERM DEAD LOAD.
SPECIFIED IS NOT ACHIEVED, THEN A OR TAMPING.
DOCUMENTS:-
"PIER AND SLAB" AND "PIER AND BEAM"
(iv) PROLONGED LEAKS CAN LEAD TO PREMATURE 9. MINIMUM CAMBER 5mm. MAXIMUM DIFFERENTIAL CAMBER 6mm
FOOTING DESIGN SHALL BE ADOPTED b). POROUS MATERIAL SUCH AS SAND, GRAVEL OR
LEGISLATION DETERIORATION OF STRUCTURAL ELEMENTS. WITH ALL PIERS FOUNDED ON THE
TO ADJACENT TRUSS.
BUILDING RUBBLE SHOULD NOT BE USED.
NATURAL UNDERLYING MATERIAL.
- WORKPLACE HEALTH AND SAFETY ACT 2011 (v) WATER LEAKING THROUGH CONCRETE STRUCTURES 10. TRUSSES SPACED AT 900 CRS MAXIMUM.
TYPICALLY CONTAINS CALCIUM WHICH CAN DAMAGE • WATER SHALL NOT BE ALLOWED TO POND IN THE
- WORKPLACE HEALTH AND SAFETY REGULATION 2011
PAINTWORK FOOTINGS AND SLAB ON GROUND TRENCHES. 11. ALL SCREWS AND BOLTS TO BE GALVANISED AND FIXED IN
ACCORDANCE WITH AS 1720 AND AS1684.2 OR AS1684.3
QUEENLAND GOVERNMENT CODES OF PRACTICE 1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE • CONCRETE IN BEAMS SHALL BE MECHANICALLY VIBRATED.
EARTHWORKS WITH THE REQUIREMENTS OF THE RELEVANT CURRENT 12. TIMBER JOINTS SHALL BE FREE OF DEFECTS.
- CONFINED SPACES: CODE OF PRACTICE 2016 12. ALL DRAINAGE MAINTENANCE SHALL BE AS PER AS2870-2011 APPENDIX
AUSTRALIAN STANDARD CODES, BUILDING BY-LAWS AND THE
- FORMWORK CODE OF PRACTICE 2016 1. EARTHWORKS TO COMPLY WITH AS3798. B2.3 13. DURING CONSTRUCTION IT SHALL BE THE RESPONSIBILITY OF
ORDINANCES OF THE RELEVANT LOCAL AUTHORITY.
- HAZARDOUS MANUAL TASKS: CODE OF PRACTICE 2016 THE CONTRACTOR TO ENSURE THAT TIMBER IS PROTECTED
- HOW TO MANAGE WORK HEALTH AND SAFETY RISKS: CODE OF 2. STRIP SITE OF ALL TOPSOIL, VEGETATION AND DELETERIOUS • THE SITE SHOULD BE GRADED OR DRAINED SO THAT FROM THE WEATHER AND STRENGTH IS NOT IMPAIRED IN ANY
2. SLAB ON GROUND TO BE POURED ON WATERPROOF MEMBRANE
PRACTICE 2011 MATTER TO A MINIMUM DEPTH OF 150 mm. WATER CANNOT POND AGAINST OR NEAR THE BUILDING. WAY.
AND PLACED ON 50mm BEDDING SAND. MEMBRANE JOINTS TO BE
- MANAGING NOISE AND PREVENTING HEARING LOSS AT WORK: TAPED. THE GROUND
CODE OF PRACTICE 2015 3. PROOF ROLL SUBGRADE TO REVEAL SOFT SPOTS. SOFT SPOTS 14 THE ACTUAL DIMENSIONS OF THE TIMBER SHALL NOT DIFFER
- MANAGING THE RISK OF FALLS AT WORKPLACES: CODE OF TO BE REMOVED AND BACKFILLED. ALL NATURAL SUBGRADE IS 3. WHERE SAND BED IS REQUIRED UNDER SLAB, THIS SHALL BE • IMMEDIATELY ADJACENT TO THE BUILDING SHOULD BE FROM THOSE NOMINATED ON DRAWINGS BY MORE THAN THE
PRACTICE 2011 TO BE COMPACTED TO ACHIEVE A DENSITY INDEX OF 70%. COMPACTED SUFFICIENTLY TO SUPPORT REINFORCEMENT PLUS GRADED TO A UNIFORM FALL OF 50MM MIN AWAY FROM TOLERANCES ALLOWED IN AS 1748, AS 2082 AND AS 2858.
- MANAGING WORK ENVIRONMENT AND FACILITIES: CODE OF 100 kg/CHAIR WITHOUT VERTICAL DISPLACEMENT EXCEEDING BUILDING OVER THE FIRST METRE.
PRACTICE 2011 4. MATERIAL WON FROM SITE TO BE INSPECTED BY ENGINEER FOR 5mm. 15 ALL EXPOSED TIMBER FRAMING CLEATS, BRACKETS AND
- MOBILE CRANE: CODE OF PRACTICE 2006 APPROVAL PRIOR TO USE AS FILLING UNDER SLABS. ANY • THE SUB-FLOOR SPACE FOR BUILDINGS WITH SUSPENDED BOLTS LOCATED WITHIN 3.0 M OF A SWIMMING POOL SHALL
REVISION LIST
- SCAFFOLDING: CODE OF PRACTICE 2009 IMPORTED FILL TO HAVE A MINIMUM CBR VALUE OF 15%. ALL FILL 4. REFER ARCHITECT FOR STEPS AND SETOUT OF ALL SLABS. FLOORS SHOULD BE GRADED OR DRAINED TO PREVENT BE FABRICATED FROM STAINLESS STEEL. A ORIGINAL ISSUE 28/08/19
- STEEL CONSTRUCTION: CODE OF PRACTICE 2004 TO BE COMPACTED TO EITHER CONTROLLED OR ROLLED FILL PONDING WHERE THIS MAY AFFECT THE PERFORMANCE OF B REVISED 16/2/23
- TILT-UP AND PRE-CAST CONSTRUCTION INDUSTRY CODE OF STANDARD AS SPECIFICAED ELSEWHERE THE FOOTING SYSTEM.
PRACTICE 2003
16 ALL SEASONED TIMBER SHALL BE PROTECTED FROM C
PROLONGED WETTING. ANY SEASONED TIMBER THAT HAS
- TOWER CRANE: CODE OF PRACTICE 2006 5. WHERE SERVICE TRENCHES ARE REQUIRED TO BE EXCAVATED • THE SITE DRAINAGE RECOMMENDATIONS SHOULD BE BECOME WET FOR AN EXTENDED PERIOD SHALL NOT BE USED
- WORK HEALTH AND SAFETY CONSULTATION, CO-OPERATION BELOW FOOTING BASE LEVEL, SIDE OF TRENCH SHALL BE MAINTAINED FOR THE ECONOMIC LIFE OF THE BUILDING. IN THE WORKS.
AND CO-ORDINATION CODE OF PRACTICE 2011 LOCATED AWAY FROM SIDE OF FOOTING BY THE SAME DISTANCE
- SAFE DESIGN OF STRUCTURES CODE OF PRACTICE 2014 OTHER THAT THE TRENCH IS BELOW FOOTING BASE. WHERE THIS 13. LIMITATIONS ON GARDENS: 17. TIMBER BEAMS FABRICATED USING NAIL PLATES SHALL BE
REFERENCES: CANNOT BE ACHIEVED, THE STRUCTURAL ENGINEER SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE
- NATIONAL CODE OF PRACTISE FOR PRECAST, TILT UP AND CONTACTED FOR FURTHER DIRECTION. • THE DEVELOPMENT OF THE GARDENS SHOULD NOT INTERFERE NAIL PLATE MANUFACTURER.
CONCRETE ELEMENTS IN BUILDING CONSTRUCTION, 2008 WITH THE DRAINAGE REQUIREMENTS OR THE SUB FLOOR
6. ALL SOIL CONDITIONS SHALL BE AS PER SPECIFIED VENTILATION AND WEEPHOLE DRAINAGE SYSTEMS. 18 WHERE TIMBER MEMBERS FABRICATED USING NAIL PLATES ARE
GEOTECHNICAL REPORT. WHERE CONDITIONS VARY FROM TO BE USED WITHIN 1 KM OF THE SEAFRONT, THE NAIL PLATES
REPORT THE GEOTECHNICAL ENGINEER SHALL BE CONTACTED • GARDEN BEDS ADJACENT TO THE BUILDING SHOULD BE AVOIDED. SHALL BE PROTECTED AGAINST CORROSION IN ACCORDANCE
FOR DIRECTIONS WITH THE REQUIREMENTS OF THE NAIL PLATE MANUFACTURER.
• CARE SHOULD BE TAKEN TO AVOID OVERWATERING OF GARDENS
Computer File
7. THE CONTRACTOR(S) SHALL FULLY INFORM THEMSELVES OF CLOSE TO THE BUILDINGS FOOTINGS. 19. ANY SECONDARY FRAMING ELEMENTS NOT REPRESENTED IN 220632FD.DWG
THE GROUND CONDITIONS ON SITE PRIOR TO COMMENCEMENT THESE DRAWINGS SHALL BE IN ACCORDANCE WITH
OF THE WORKS AND ADOPT SEEPAGE AND DRAINAGE CONTROL AS1684.2-1999 RESIDENTIAL TIMBER FRAME CONSTRUCTION DRAWING NUMBER SHEET REV.
AND CONSTRUCTION PRACTICES APPROPRIATE FOR THE SITE
CONDITIONS.
PART 2 NON-CYCLONIC AREA
22-0632-F1 1 B
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PROJECT NOTES (NOTE THAT ALL NOTES MAY NOT APPLY) PAGE 2
CONCRETE 3. COVER TO BE MAINTAINED DURING POURING BY USE OF
PLASTIC TIPPED METAL CHAIRS, PLASTIC CHAIRS AND/OR - GRADE 250 HOT ROLLED PLATES & FLATS.
• ALL BOLT HOLES 2mm OVERSIZE U.N.O. DURING THE WORK, MORTAR FINS AND ANY OTHER MATERIAL
SHALL BE REMOVED FROM THE GROUT SPACE THE CLEAROUT
MORTAR BLOCKS. - GRADE 300 PLUS UB, UC, PFC, TFB, EA & UA. • HOLES FOR H.D. BOLTS 6mm OVERSIZE U.N.O. SHALL BE SEALED AFTER INSPECTION AND BEFORE GROUTING.
1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH
- GRADE 300 WB, WC.
AS3600-2018.
4. COVER SHALL BE AS SPECIFIED ELSEWHERE . CHAIRING SHALL - GRADE 450 RHS, SHS & CHS. OVERSIZE HOLES FOR H.D. BOLTS WILL REQUIRE 9. BLOCKWORK SHALL CURE AT LEAST THREE DAYS TO GAIN
BE SPACED SUCH THAT THE FOLLOWING OVER SIZE WASHERS UNDER NUTS. STRENGTH BEFORE POURING GROUT.
2. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED AND
TOLERANCES ARE ACHIEVED DURING CONCRETE POUR : 10. TEMPORARY BRACING TO BE PROVIDED IN ACCORDANCE WITH
LINDSAY CONSULTING PTY
USED ONLY WHERE SHOWN OR SPECIFICALLY APPROVED BY
LINDSAY CONSULTING PTY LTD
AS4100. • BOLT HOLES IN STEELWORK CONNECTING TIMBER 10. GROUT SHALL BE PLACED BY PUMPING OR BY ANOTHER
THE ENGINEER. LTD
ABOVE GROUND - +10 mm/-5 mm SHALL PROVIDE A SNUG FIT, i.e. NO GREATER THAN APPROVED METHOD AND SHALL BE PLACED BEFORE ANY INITIAL
BELOW GROUND - +40 mm/-20 mm 11. CHIP ALL WELDS FREE OF SLAG. 0.5 mm LARGER THAN BOLT DIA. SET OCCURS AND IN NO CASE MORE THAN 1-1/2 HOURS AFTER
3. DO NOT SCALE STRUCTURAL DRAWINGS TO OBTAIN
WATER IS ADDED.
DIMENSIONS.
5. UNLESS NOTE D OTHERWISE SPLICES IN REINFORCEMENT 12 UNLESS NOTED OTHERWISE, ALL STEELWORK SHALL BE 30. STIFFENER PLATES WHERE DETAILED ARE TO BE PLACED ON RPEQ 4928
SHALL BE MADE ONLY IN THE POSITION SHOWN. WRITTEN PREPARED, PRIMED AND PAINTED IN ACCORDANCE WITH BOTH SIDES OF WEB TO U.B.'S AND U.C.'S. 11. GROUTING SHALL BE DONE IN A CONTINUOUS POUR IN LIFTS OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
4. REFER ARCHITECT FOR SETOUT DIMENSIONS.
APPROVAL BY THE STRUCTURAL ENGINEER SHALL BE OBTAINED THE SPECIFICATION. NOT EXCEEDING 1800 MM.
5. MAXIMUM AGGREGATE SIZE SHALL BE 20 mm
FOR ANY OTHER SPLICES. 31. THE ENDS OF ALL TUBULAR MEMBERS ARE TO BE SEALED WITH THIS DRAWING REMAINS THE PROPERTY OF
13 ALL EXTERNAL STEELWORK TO BE HOT DIP GALVANISED. 6mm THICK PLATES AND CONTINUOUS SEAL WELDS, UNLESS 12. AFTER A WAITING PERIOD SUFFICIENT TO PERMIT THE GROUT LINDSAY CONSULTING PTY LTD AND IS FOR
6. WELDING OF REINFORCEMENT WILL BE PERMITTED ONLY AFTER DETAILED OTHERWISE. TO BECOME PLASTIC BUT BEFORE IT HAS TAKEN ANY SET, THE
6. THE SLUMP OF THE CONCRETE SHALL BE 80 mm ± 10 mm
APPROVAL BY THE STRUCTURAL ENGINEER. 14. UNLESS NOTED OTHERWISE, ALL HOLDING DOWN BOLTS TO BE SUCCEEDING LIFT SHALL BE POURED AND VIBRATED WITH THE SOLE USE OF THE CLIENT. NO PART
7. MINIMUM CONCRETE STRENGTHS/COVER FOR ALL NON SLAB ON
M20 H.D.BOLTS HOT DIP GALVANISED. 32. CLEANING AND PAINTING OF STRUCTURAL STEELWORK: THE VIBRATOR EXTENDING 450 mm INTO THE PRECEDING LIFT. MAY BE USED IN PART OR WHOLE WITHOUT
7. REINFORCEMENT SHALL BE BENT COLD IN ACCORDANCE WITH PRIOR EXPRESS WRITTEN CONSENT OF
GROUND MEMBERS SHALL BE AS FOLLOWS:-
AS3600 EXCEPT WHERE APPROVED BY THE STRUCTURAL 15. THE CONTRACTOR SHALL IDENTIFY SAFE WORKING PRACTICES • ABRASIVE BLAST CLEAN TO CLASS 2 AND 1/2. 13. THE TOP LIFT SHALL BE RECONSOLIDATED AFTER A WAITING
ENGINEER. NO RE-BENDING SHALL BE PERMITTED UNLESS FOR THE ERECTION OF STRUCTURAL STEEL AND PERIOD AND ANY SPACE LEFT BY SHRINKAGE SHALL BE LINDSAY CONSULTING PTY LTD
-----------------------------------------------------------------------------------------------------------------------------
APPROVED BY THE STRUCTURAL ENGINEER. INCORPORATE THEM INTO THE WORKPLACE HEALTH AND • ONE COAT PRIMER (GREY) MINIMUM DRY FILM REFILLED WITH GROUT.
CLIENT AND PROJECT DESCRIPTION
MEMBER LOCATION
MEMBER TYPE EXTERNAL INTERNAL SAFETY PLAN FOR THE PROJECT. THE WORKING PRACTICES THICKNESS OF0.05 mm.
COVER STRENGTH COVER STRENGTH 8. ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED IN ITS IDENTIFIED SHALL COVER AT LEAST THE FOLLOWING ITEMS: 14. ALL REINFORCING BARS SHALL BE GRADE N CONFORMING WITH
SUSPENDED SLABS 30mm 40 MPA 25mm top 32 MPA
CORRECT POSITION DURING CONCRETING BY APPROVED
PLASTIC BAR CHAIRS U.N.O. (a) HANDLING, LIFTING, STORAGE, STACKING AND
• ONE COAT OF (SELECTED COLOUR) TO A DRY FILM
THICKNESS OF 0.04 mm.
THE REQUIREMENTS OF AS1302
NOOSA OWN BUILD.
WALLS
(INCL TILT PANELS) 40mm 40 MPA 25mm top 40 MPA
MAXIMUM CENTRES OF SUPPORTING CHAIRS SHALL BE 600mm
FOR FABRIC, 600mm FOR BARS UP TO 12mm DIAMETER, 900mm FOR
TRANSPORT OF STEEL COMPONENTS.
(b)
(c)
SAFE ACCESS FOR ERECTION.
THE ERECTION SEQUENCE.
33. ASPECTS OF THE PREPARATION AND APPLICATION OF THE
PAINT SYSTEM ARE TO BE CARRIED OUT IN STRICT
15. WORKMANSHIP INVOLVED IN PLACING CONCRETE MASONRY
UNITS SHALL COMPLY WITH AS3700. PROPOSED ALTERATIONS
BLOCKWORK FILL 60mm 25 MPA 40mm top 25 MPA
BARS 16mm AND GREATER.
16. ERECTION TOLERANCES FOR STRUCTURAL STEELWORK AS PER
ACCORDANCE WITH THE MANUFACTURER'S WRITTEN
SPECIFICATION.
CHEMICAL AND MECHANICAL ANCHORS 24 WESLEY COURT
PAVEMENTS
(GENERAL) 30mm 32 MPA --- ---
9. ALL OPENINGS AND RE-ENTRANT CORNERS IN THE CONCRETE
SHALL HAVE 3-N12 BARS x 2000 LONG TOP AND BOTTOM,
AS4100.
34. THE CONTRACTOR SHALL PROVIDE AND LEAVE IN PLACE UNTIL 1. "CHEMSET" DENOTES RAMSET GRADE 5.8 HOT DIPPED GALV. NOOSA HEADS
PERMANENT BRACING ELEMENTS ARE CONSTRUCTED, STUDS FIXED WITH RAMSET CHEMSET REO 502 WITH THE
CENTRED DIAGONALLYACROSS THE CORNER. 17. DO NOT GROUT UNDER ANY BASE PLATE UNTIL FIRST STOREY
SUCHTEMPORARY BRACING AS IS NECESSARY TO STABILISE FOLLOWING MINIMUM EMBEDMENTS:
PAVEMENTS WELDING IS COMPLETE.
(NON-
10. REINFORCEMENT LAPS SHALL BE AS FOLLOWS:- THE STRUCTURE DURING ERECTION.
PNEUMATIC TYRES) 30mm 32 MPA --- --- • M12 CHEMSETS - 110mm EMBEDMENT U.N.O.
18. ALL BOLTS, NUTS, WASHERS AND OTHER FASTENERS SHALL
35. ROOF AND/OR WALL SHEETING SHALL BE FIXED TO PURLINS OR • M16 CHEMSETS - 125mm EMBEDMENT U.N.O.
----------------------------------------------------------------------------------------------------------------------------- • 12mm 500 mm COMPLY WITH THE CURRENT EDITIONS OF THE FOLLOWING
• M20 CHEMSETS - 150mm EMBEDMENT U.N.O.
8. ALL CONCRETE SHALL BE VIBRATED.
•
•
16mm
20mm
700 mm
900 mm
STANDARDS, AS APPROPRIATE; AS/NZS1110, AS/NZS1111,
AS/NZS1112, AS/NZS1252, AS1275, AS/NZS1559 AND AS4291.
GIRTS IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN
RECOMMENDATIONS. • M24 CHEMSETS - 160mm EMBEDMENT U.N.O. DRAWING TITLE
9. ALL CONCRETE SHALL BE CURED IN ACCORDANCE WITH AS3600
•
•
•
24mm
28mm
32mm
1000 mm
1200 mm
1400 mm
19. FOR GRADE 8.8 BOLTS, COPIES OF MANUFACTURER'S TEST
CERTIFICATES & STATEMENTS OF COMPLIANCE BASED ON
36. ALL PURLINS OR FLOOR JOISTS USED TO SUPPORT CEILINGS,
PIPES, MECHANICAL DUCTS ETC. SHALL HAVE SUPPORT
2. "CHEMSET MAXIMA CAPSULES" DENOTES RAMSET CHEMSET
MAXIMA SPIN CAPSULES WITH STUDS AND EMBEDMENTS AS
NOTES - PAGE 2
BRACKETS HUNG FROM THE WEB OF THE PURLIN. NO DEFINED IN NOTE 1.
10. ALL CONCRETE SHALL BE SAMPLED AND TESTED IN LOCAL NATA ACCREDITED TESTING TO THE CURRENT
ACCORDANCE WITH AS3600 AND AS1379. FOR ALL OTHER REINFORCEMENT SIZES REFER TO ENGINEER AUSTRALIAN STANDARDS SPECIFIC TO THE BATCH OF BOLTS SUPPORTS SHALL BE FIXED TO TOP OR BOTTOM FLANGES OF
3. "TRUBOLTS" DENOTES RAMSET TRUBOLT HOT DIPPED GALV.
BEING USED SHALL BE PROVIDED TO THE ENGINEER. PURLINS
STUD ANCHORS WITH THE FOLLOWING MINIMUM EMBEDMENTS:
11 THE CONTRACTOR IS TO NOTIFY THE STRUCTURAL FORMWORK 20 WHERE FABRICATION INVOLVES FULL PENETRATION BUTT
ENGINEER IN WRITING OF ANY ADMIXTURES TO BE USED IN • M12 TRUBOLTS - 80mm EMBEDMENT U.N.O.
WELDS, THE FABRICATOR SHALL CARRY OUT 38. CONCRETE ENCASED STEELWORK SHALL BE WRAPPED WITH F41
THE CONCRETE MIX. 1. FORMWORK SHALL BE DESIGNED BY A REGISTERED ENGINEER
NON-DESTRUCTIVE TESTING BY ULTRASONIC, FABRIC, UNLESS OTHERWISE SHOWN. • M16 TRUBOLTS - 110mm EMBEDMENT U.N.O. SCALES
ENGAGED BY THE FORMWORK CONTRACTOR AND ERECTED IN • M20 TRUBOLTS - 135mm EMBEDMENT U.N.O
NO ADMIXTURES SHALL BE USED WITHOUT WRITTEN RADIOGRAPHIC OR OTHER METHODS APPROVED BY THE
ACCORDANCE WITH AS3610-1995 AND AS3610.1-2010.
APPROVAL BY THE STRUCTURAL ENGINEER. ENGINEER. NON-DESTRUCTIVE TESTING SHALL BE CARRIED 39 CAMBER TO BE AS NOTED ON THE DRAWINGS.
4. "CHEMSET 101 ANCHORS" DENOTES RAMSET GRADE 5.8 HOT
OUT AT A RATE IN ACCORDANCE WITH AS1554 PART 1, BUT
2. MINIMUM DESIGN LOADS FOR THE FORMWORK SHALL INCLUDE DIPPED GALV. STUDS, FIXED WITH AN EFFECTIVEDEPTH OF
SHALL BE NOT LESS THAN 5% OF BUTT WELDS, UNLESS NOTED 40 BEFORE FABRICATION IS COMMENCED THE CONTRACTOR
0 1 2 3 4m
12. UNLESS NOTED OTHERWISE ALL FORMED EDGES AND CORNERS AT LEAST THE FOLLOWING:
SHALL SUBMIT AN ELECTRONIC COPY OF THE SHOP 64mm INTO EXTRUDED BRICK OR HOLLOW CONCRETE BLOCK,
OF CONCRETE MEMBERS SHALL HAVE 20mm CHAMFERS. OTHERWISE ON THE DRAWINGS. ACCEPTANCE OF WELDS
DRAWINGS TO THE ENGINEER FOR REVIEW. USING THE MANUFACTURER'S LEEVES/SIEVES AND RAMSET
SHALL BE IN ACCORDANCE WITH SECTION 6 OF AS1554 PART 1.
(a) THE WEIGHT OF CONCRETE DURING PLACING, CHEMSET INJECTION 101.
13. DRIP GROOVES ARE TO BE PROVIDED AT ALL EXPOSED EDGES. PLUS AN ALLOWANCE FOR REINFORCING,
COVER TO REINFORCEMENT TO BE MAINTAINED. 20. ALL PURLINS AND GIRTS SHALL BE STRAMIT SECTIONS OR REVIEW DOES NOT INCLUDE CHECKING OF DIMENSIONS.
5. ALL ANCHORS ARE TO BE FIXED IN ACCORDANCE
APPROVED EQUIVALENT. ALL SECTIONS SHALL BE PRODUCED
14. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND
NOT NECESSARILY SHOWN IN TRUE PROJECTION.
(b) LIVE LOADING OF 1.0 kPa GENERALLY, OR 3.0kPa
CONCENTRATED LOAD OVER AN AREA OF 1.6 m²,
FROM GALVANISED STEEL TO AS1397 AND DESIGNED IN
ACCORDANCE WITH AS4600.
41. ANY DETAILS INCLUDING GAUGE LINES ETC. SHALL BE IN
ACCORDANCE WITH THE AISC DESIGN CAPACITY TABLES AND
WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS.
Orig. 1:100
WHICHEVER IS MORE SEVERE, 6. REINFORCEMENT BARS FIXED INTO CONCRETE USING RAMSET
AISC STANDARD STRUCTURAL CONNECTIONS.
CHEMSET REO 502 EPOXY ARE TO HAVE THE FOLLOWING
15. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS 22. ALL PURLIN, GIRT & BRIDGING SECTIONS TO BE INSTALLED IN
(c) A LOADING OF 4.0 kPa FROM STACKED MINIMUM EMBEDMENTS:
OF APPLIED FINISHES. FALLS TO UPPER SURFACES OF SLABS TO ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH 42. WHERE BRIDGING IS SPECIFIED BETWEEN COLD FORMED
MATERIALS.
BE IN ADDITION TO SLAB THICKNESS. PARTICULAR REGARD TO BOLT LOCATIONS AND LAP SIZES. SECTION THE BRIDGING SHALL BE EXTENDED AND CONNECTED
TO THE PANELS, STRUCTURAL STEEL WORK, STRUCTURAL • N12 (500 MPa) BARS - 110mm EMBEDMENT U.N.O.
16. BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB
3. MINIMUM STRIPPING TIMES ARE TO COMPLY WITH
AS3610-1995,TABLE 5.4.1.
23. ALL PURLINS SHALL BE LAPPED IN ACCORDANCE WITH THE WALLS PERPENDICULAR TO THE BRIDGING. •
•
N16 (500 MPa) BARS - 125mm EMBEDMENT U.N.O.
N20 (500 MPa) BARS - 175mm EMBEDMENT U.N.O.
SURVEY DATUM
THICKNESS. MANUFACTURER'S RECOMMENDATIONS ( 900 mm OR 15%
• N24 (500 MPa) BARS - 400mm EMBEDMENT U.N.O.
.
OF SPAN ) WHICHEVER IS GREATER.
4. BACKPROPPING SHALL BE DESIGNED BY A REGISTERED
17. CAMBER -UNLESS NOTED OTHERWISE ON DRAWINGS, SLABS 43. IF IN DOUBT, OBTAIN APPROVAL FROM THE ENGINEER PRIOR TO
ENGINEER ENGAGED BY THE FORMWORK CONTRACTOR N GRADE BAR DIAMETERS GREATER THAN THE ABOVE ARE
SHALL BE GIVEN A POSITIVE UPWARD CAMBER AT MIDSPAN 0F 24. COLD FORMED SECTIONS SHALL BE WELDED WHERE REQUIRED PROCEEDING WITH ANY WORKS.
TAKING INTO ACCOUNT THE VARIATION IN THE STRENGTH OF TO BE REFERRED TO THE STRUCTURAL ENGINEER FOR
3MM PER 1000mm SPAN. METHOD OF CAMBERING IS TO BE WITH 2mm CONTINUOUS FILLET WELD USING AN E70 OR E80 LOW
THE CONCRETE WITH AGE, THE DESIGN LOADINGS FOR THE ASSESSMENT.
AGREED WITH THE ENGINEER. BEAMS SHALL BE CAMBERED AS SLABS, AND THE CONSTRUCTION CYCLE.
HYDROGEN COATED ELECTRODE OR MIG. EQUIVALENT. ALL REINFORCED MASONRY
SHOWN ON DRAWINGS (NEGATIVE CAMBER IS NOT ALLOWED). WELDS SHALL BE TOUCHED UP WITH AN APPROVED ZINC RICH
PRIMER.
MINIMUM EDGE DISTANCE FOR ALL EPOXIED BARS TO BE ASSOCIATED CONSULTANTS
5. DESIGN LOADS FOR THE PERMANENT STRUCTURE ARE AS 1. ALL CONCRETE MASONRY UNITS SHALL CONFORM TO THE 150mm.
18. CALCIUM CHLORIDE IS NOT PERMITTED TO BE USED. NOTED ON THE DRAWINGS AND CARE SHALL BE TAKEN TO REQUIREMENTS OF AS4456.4 & 10, F'UC= 15 MPA.
25. LOAD BEARING ROOF COLUMNS TO BE PROTECTED ON FOUR
ENSURE THAT THE DESIGN LOADS ARE NOT EXCEEDED DURING
19 EXACT SIZE AND LOCATION OF PENETRATIONS ARE TO BE SIDES WITH INTUMESCENT COATING 'FIRETEX M77/M71' TO
CASTING OF CONCRETE OR BY STACKED CONSTRUCTION UNIT UNIT REIN. MORTAR SALT DURABILTY OF
OBTAINED FROM WORKSHOP DRAWINGS PRIOR TO SCHEDULING ACHIEVE FRL 60/60/60. LOCATION STRENGTH COVER TYPE RESIST. BUILT IN COMP.
MATERIALS.
OF REINFORCEMENT, AND ARE NOT TO EXCEED DIMENSIONS WHERE
SHOWN ON STRUCTURAL DRAWINGS.
STEELWORK (CONTINUED) BELOW DPC 15 30 M4 EXPOSED R4
6. PRECAMBER SHALL BE PROVIDED IN SLABS WHERE NOTED ON
THE DRAWINGS OR AS SPECIFIED ELSEWHERE 26. BOLT TYPES (AND DESIGNATIONS, WHERE USED) SHALL BE EXTERNAL
20. DO NOT CUT REINFORCEMENT ON SITE TO CLEAR
AS FOLLOWS: ABOVE DPC 15 30 M3 EXPOSED R3
PENETRATIONS.DISPLACE REINFORCEMENT SLIGHTLY AS 7. THE CONTRACTOR SHALL SUBMIT THE PROPOSED POURING
NECESSARY. SEQUENCE TO THE ENGINEER FOR APPROVAL. • 4.6/S - COMMERCIAL BOLTS TO AS1111 AND AS1112 INTERNAL
ABOVE DPC 15 15 M3 PROTECTED R3
SNUG TIGHTENED.
21. NO CHASES, HOLES GREATER THAN 150mm DIAMETER, OR
EMBEDMENT OF PIPES GREATER THAN 40mm DIAMETER OTHER
THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL STEELWORK • 8.8/S - HIGH STRENGTH STRUCTURAL BOLTS, NUTS
AND HARDENED WASHERS TO AS1252, SNUG
2. MORTAR SHALL COMFORM TO THE REQUIREMENTS OF AS3700.
BE MADE IN THE CONCRETE SLABS. FOR ALL OTHER CONCRETE
TIGHTENED.
MEMBERS NO PENETRATIONS, CHASES OR EMBEDMENTS SHALL 1. FABRICATE & ERECT THE STRUCTURAL STEELWORK IN 3. GROUT SHALL BE CONCRETE WITH CHARACTERISTIC STRENGTH
BE MADE WITHOUT PRIOR APPROVAL BY THE STRUCTURAL ACCORDANCE WITH CURRENT REVISIONS OF AS4100, AT 28 DAYS (F'C) OF 25 MPA AND A SLUMP OF 250 MM WITH A
• 8.8/TF - HIGH STRENGTH STRUCTURAL BOLTS AS
ENGINEER. AS1554 PARTS 1 & 2, AND AS1101 PART 3. POURABLE CONSISTENCY.
ABOVE, FULLY TENSIONED TO AS1511 IN FRICTION
TYPE JOINT AND UNLESS NOTED OTHERWISE, WITH
22. CONDUITS CAST INTO CONCRETE MEMBERS SHALL BE SPACED 2. AT LEAST 7 BUSINESS DAYS BEFORE FABRICATION 4. MAXIMUM AGGREGATE SIZE SHALL BE 6 MM.
CONTACT SURFACE LEFT UNCOATED.
AT MAXIMUM DISTANCE POSSIBLE AND UNDER NO COMMENCES, THE CONTRACTOR SHALL SUBMIT ONE
CIRCUMSTANCES CLOSER THAN A CLEAR SPACING OF TWICE ELECTRONIC COPY OF SHOP DRAWINGS TO THE ENGINEER FOR 5. CONTRACTOR SHALL ACCURATELY POSITION VERTICAL
• 8.8/TB - HIGH STRENGTH STRUCTURAL BOLTS AS
THE LARGER CONDUIT DIAMETER FROM PARALLEL APPROVAL OF THE GENERAL ARRANGEMENT OF REINFORCEMENT TO PROVIDE THE COVER INDICATED ON THE
ABOVE, FULLY TENSIONED IN BEARING TYPE JOINT.
REINFORCEMENT OR ANY OTHER CONDUIT. STRUCTURAL ELEMENTS. DRAWINGS, OTHERWISE THERE SHALL BE A MINIMUM OF 5 MM
COVER OF GROUT AROUND ALL REINFORCEMENT.
27. ALL BOLTS, NUTS AND WASHERS INCLUDING H.D. BOLTS ARE TO
23. ALL SAW JOINSTS SHALL BE CARRIED OUT WITHIN 8 HRS OF 3. ALL DIMENSIONS RELEVANT TO SETTING OUT AND SITE WORK
BE HOT DIP GALVANISED. ALL CAST IN FERRULES AND MASONRY
POURING OF SLABS USING A "SOFT CUT" SAWOR SIMILAR. ARE TO BE CHECKED ON SITE BY THE CONTRACTOR PRIOR TO 6. SECURE VERTICAL BARS IN POSITION PRIOR TO PLACING
THE STIME SHALL BE SREDUCED TO 4 HRS WHERE THE WORK COMMENCING.
ANCHORS TO BE PASSIVATED ZINC COATED. ALL GALVANISED
CONCRETE OR GROUT.
REVISION LIST
COMPONENTS TO BE CAST I NTO CONCRETE MUST BE A ORIGINAL ISSUE 28/08/19
TEMPERATURE EXCEEDS 32 DEGREES ON THE DAY OF THE
PASSIVATED.
POUR 4. DO NOT SCALE DRAWINGS. 7. ALL CONCRETE BLOCKS SHALL BE LAID WITH FACE SHELL B REVISED 16/2/23
28. THE FOLLOWING STEELWORK SHALL BE HOT DIP
BEDDING REBATED FLUSH ENDED BLOCKS SHALL BE LAID WITH C
REINFORCEMENT 5. UNLESS NOTED OTHERWISE ALL BOLTS SHALL BE M20
8.8/S.EXCEPT FOR PURLINS WHICH SHALL BE M12 4.6/S
GALVANISED:
ALTERNATE COURSES INVERTED TO PROVIDE COVER TO
HORIZONTAL REINFORCEMENT WHICH SHALL BE SUPPORTED 20
MM CLEAR OF WEBS. NO MORTAR FINS SHALL PROTUDE INTO
1. REINFORCEMENT IS TO BE IN ACCORDANCE WITH THE • PLATE/ANCHOR ROD ASSEMBLIES CAST INTO
6. UNLESS NOTED OTHERWISE INSTALLATION OF ALL BOLTS SHALL THE GROUT SPACE.
AS/NZS4671 AND TO BEFIXED AS SHOWN ON THE DRAWINGS. CONCRETE.
BE IN ACCORDANCE WITH AS4100.
8. CLEAROUTS SHALL BE PROVIDED FOR EACH POUR BY USE OF
2. REINFORCEMENNT GRADES ARE INDICATED BY THE FOLLOWING • ALL MEMBERS BUILT INTO BLOCKWORK OR
7. UNLESS NOTED OTHERWISE ALL CONNECTIONS & STIFFENER PROPRIETRY CLEAN OUT BLOCKS OR UNFILLED MORTAR
SYMBOLS: BRICKWORK.
PLATES SHALLBE 10mm THICK. JOINTS AT THE BOTTOM OF EACH SECTION TO BE GROUTED.
N- HOT ROLLED RIBBED REBAR (500 MPa)
R- HOT ROLLED PLAIN ROUND (250 MPa) • ALL EXTERNAL EXPOSED STEELWORK.
8. UNLESS NOTED OTHERWISE ALL WELDS SHALL BE 6 mm
SL - SQUARE MESH CONTINUOUS FILLET WELDS. MADE WITH E48XX MILD STEEL
RL - RECTANGULAR MESH 29. ALL STRUCTURAL STEEL FIXING DETAILS ARE TO BE BASED ON
ELECTRODES.
TM - TRENCH MESH A.S.I. STANDARDISED STRUCTURAL CONNECTIONS, UNLESS
NOTEDOTHERWISE. Computer File
9. UNLESS NOTED OTHERWISE ALL STRUCTURAL STEEL SHALL BE: 220632FD.DWG
THE BAR SIZE IS INDICATED BY A NUMBER AFTER THE ABOVE
SYMBOL, WHICH INDICATES THE BAR DIAMETER IN MILLIMETRES. DRAWING NUMBER SHEET REV.
22-0632-F2 2 B
Page 3
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
boundary line
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
2400 3500 3500 600 THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
NOOSA OWN BUILD.
750 750
PROPOSED ALTERATIONS
FB2
FB2
FB2
FJ2
FJ1
24 WESLEY COURT
FB1
FB1
Dia 315 concrete NOOSA HEADS
1500
FJ3
piles, refer detail
750
DRAWING TITLE
FOUNDATION & JETTY PLAN
600 600
existing doors
MEMBER SCHEDULE SCALES
FJ1 - 200 x 50 F14 CONTINUOUS JOISTS AT 500 CRS
frame
2-NO. SS framing anchors per connection
FJ2 - 200 x 50 F14 SINGLE SPAN JOISTS AT 250 CRS
2-NO. SS framing anchors per connection
FJ3 - 200 x 50 F14 SINGLE SPAN JOISTS AT 500 CRS
2-NO. SS framing anchors per connection
SURVEY DATUM
FB1 - 200 x 75 F14, 150 x 10 mm SS angle, 250 mm long
with 4-M12 to bearer, 2-M16 to top of pile .
FB2 - 200 x 75 F14, 150 x 10 mm SS angle, 250 mm long
with 4-M12 to bearer, 2-M16 to top of pile ASSOCIATED CONSULTANTS
PP1 - 200 x 50 F14 pole plate fixed with M12 at 900 CRS
boundary line
REVISION LIST
A ORIGINAL ISSUE 28/08/19
B REVISED 16/2/23
C
PF1 DETAIL
Computer File
220632FD.DWG
DRAWING NUMBER SHEET REV.
22-0632-F3 3 B
Page 4
JETTY NOTES
NOTES FILL SIDE NON-FILL SIDE
Design Wind Velocity 49 m/s
Berthing Velocity and Hydraulic Loadings 0.75 m/s
150 x 10 mm SS angle, 250 mm long Steel Column LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
Live Load - 2.0kPa to Deck
NS
LTD
All work shall be carried out in accordance with with 4-M12 to bearer, 2-M16
to top of pile RPEQ 4928
the relevant Australian Standards OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
Uncontrolled Fill THIS DRAWING REMAINS THE PROPERTY OF
Timber 20 mm LINDSAY CONSULTING PTY LTD AND IS FOR
grout pad THE SOLE USE OF THE CLIENT. NO PART
All Timberwork shall comply to AS1720 and be
1500 mm
Water level MAY BE USED IN PART OR WHOLE WITHOUT
Under
F14 hardwood durability 1 or CCA treated. PRIOR EXPRESS WRITTEN CONSENT OF
1500 mm MIN
LINDSAY CONSULTING PTY LTD
Fasteners shall be Grade 304 Stainless Steel. CLIENT AND PROJECT DESCRIPTION
Concrete Pile reinforcement Dia 315 NOOSA OWN BUILD.
6-Y20 for protected locations Bed Level
All Concrete work shall comply with AS3600 6-Y24 for exposed locations PROPOSED ALTERATIONS
Exposure Classification "C" 24 WESLEY COURT
Minimum Concrete Strength - 50 MPa at 80 slump
Natural Surface NOOSA HEADS
Poured, compacted and cured in accordance
uPVC Permanent (undisturbed ground)
casing
with the Australian Standard.
30 mm minimum cover to all reinforcement DRAWING TITLE
TYPICAL FOUNDATION
300
MIN
with uPVC cover (i.e. piles)
150
DETAILS
3000 MIN
Steel
All Steelwork shall comply with AS4100 and shall be DIA 450 mm 150 SQ x 8mm SCALES
hot dipped galvanised. MIN Base plate
All welds shall be 8 mm Fillet weld
Alumimum TYPICAL MAIN POST PAD FOOTING DETAIL - PF1
All Alumimum shall be in accordance with AS1664 Not to scale
Alumimum shall be grade 6061 T6
All welds shall be 4 mm fillet welds using TYPICAL PILE CONNECTION DETAIL
Alloy 5356 filler. Not to scale SURVEY DATUM
Provide 2 Layers of alcor between aluminum .
and concrete surfaces.
Provide 2 coats of zinc chromate between ASSOCIATED CONSULTANTS
stainless steel and aluminium surfaces
REVISION LIST
A ORIGINAL ISSUE 28/08/19
B REVISED 16/2/23
C
Computer File
220632FD.DWG
DRAWING NUMBER SHEET REV.
22-0632-F4 4 B
Page 5
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
NOOSA OWN BUILD.
PROPOSED ALTERATIONS
24 WESLEY COURT
NOOSA HEADS
C1 DRAWING TITLE
PERGOLA PLAN
M12 masonry anchors,
into existing floor framing
locations as shown
MEMBER SCHEDULE SCALES
C1 - 100 x 6 SHS (grade 6082 T5), 10 mm end plates, 2-M12 to frame
frame
Fully welded frame, 4-M12 to existing concrete slab
150 x 100 x 5 RHS (grade 6082 T6)
C2 - 100 x 6 SHS (grade 6082 T5), 10 mm end plates, screen to
architectural details
C1 SURVEY DATUM
150 x 100 x 5 RHS (grade 6082 T6) .
10mm end plates, 2-M12 to existing floor
framing, either fully welded to C1 ASSOCIATED CONSULTANTS
or 10 mm end plate and 2-M12 to C1
C1
C1
boundary line
C2
REVISION LIST
A ORIGINAL ISSUE 28/08/19
B REVISED 16/2/23
C
Computer File
220632FD.DWG
DRAWING NUMBER SHEET REV.
22-0632-F5 5 B