Council archive · source document
Structural Plans 20220173 - 10 Natasha Structural Issue 190123 · OPW22/0299
Plans and drawings: the text below has words only, no drawings.
Very large file (10.3 MB): may take a few minutes to open.
Original PDF page 1, section 1. The text section number identifies this passage in the reader.
NOOSA VILLAS
10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
STRUCTURAL DRAWING LIST
DRAWING No.
S000
S001
S002
S003
DRAWING NAME
COVER SHEET
NOTES SHEET - SHEET 1
NOTES SHEET - SHEET 2
SAFETY IN DESIGN ASSESSMENT
S005 SITE PLAN
S010 MASTER MEMBER SCHEDULES
S020 TYPICAL SLAB AND FOOTING DETAILS - SHEET 1
S021 TYPICAL SLAB AND FOOTING DETAILS - SHEET 2
S022 TYPICAL SLAB AND FOOTING DETAILS - SHEET 3
S023 TYPICAL SLAB AND FOOTING DETAILS - SHEET 4
S030 TYPICAL CONCRETE WALL DETAILS
S040 TYPICAL CONCRETE COLUMN SECTIONS AND DETAILS
S050 TYPICAL MASONRY DETAILS
S060 TYPICAL RETAINING WALL DETAILS
S070 TYPICAL FRAMING DETAILS - SHEET 1
S071 TYPICAL FRAMING DETAILS - SHEET 2
S080 TYPICAL BRACING WALL DETAILS
S100 K1, K2 & K3 VILLA BASEMENT GENERAL ARRANGEMENT PLAN
S105 K1, K2 & K3 VILLA BASEMENT SECTIONS - SHEET 1
S106 K1, K2 & K3 VILLA BASEMENT SECTIONS - SHEET 2
S110 K1, K2 & K3 VILLA GROUND FLOOR GENERAL ARRANGEMENT PLAN
S111 K1, K2 & K3 VILLA GROUND FLOOR BOTTOM REINFORCEMENT PLAN
S112 K1, K2 & K3 VILLA GROUND FLOOR TOP REINFORCEMENT PLAN
S115 K1, K2 & K3 VILLA GROUND FLOOR SECTIONS
S120 K1, K2 & K3 VILLA UPPER FLOOR GENERAL ARRANGEMENT PLAN
S121 K1, K2 & K3 VILLA UPPER FLOOR BOTTOM REINFORCEMENT PLAN
S122 K1, K2 & K3 VILLA UPPER FLOOR TOP REINFORCEMENT PLAN
S125 K1, K2 & K3 VILLA UPPER FLOOR SECTIONS
S130 K1, K2 & K3 VILLA ROOF FRAMING PLAN
S131 K1, K2 & K3 VILLA ROOF BOTTOM & TOP REINFORCEMENT PLANS
S135 K1, K2 & K3 VILLA ROOF SECTIONS
S200 K4, K5 & K6 VILLA GROUND FLOOR GENERAL ARRANGEMENT PLAN
S205 K4, K5 & K6 VILLA GROUND FLOOR SECTIONS - SHEET 1
S206 K4, K5 & K6 VILLA GROUND FLOOR SECTIONS - SHEET 2
S207 K4, K5 & K6 VILLA GROUND FLOOR SECTIONS - SHEET 3
S210 K4, K5 & K6 VILLA UPPER FLOOR GENERAL ARRANGEMENT PLAN
S211 K4, K5 & K6 VILLA UPPER FLOOR BOTTOM REINFORCEMENT PLAN
S212 K4, K5 & K6 VILLA UPPER FLOOR TOP REINFORCEMENT PLAN
S215 K4, K5 & K6 VILLA UPPER FLOOR SECTIONS
S220 K4, K5 & K6 VILLA ROOF FRAMING PLAN
S221 K4, K5 & K6 VILLA ROOF BOTTOM & TOP REINFORCEMENT PLANS
S225 K4, K5 & K6 VILLA ROOF SECTIONS
S300 N1 & N2 VILLA LOWER FLOOR GENERAL ARRANGEMENT PLAN
S305 N1 & N2 VILLA LOWER FLOOR SECTION
S310 N1 & N2 VILLA GROUND FLOOR GENERAL ARRANGEMENT PLAN
S311 N1 & N2 VILLA GROUND FLOOR BOTTOM REINFORCEMENT PLAN
S312 N1 & N2 VILLA GROUND FLOOR TOP REINFORCEMENT PLAN
S315 N1 & N2 VILLA GROUND FLOOR SECTIONS
S320 N1 & N2 VILLA UPPER FLOOR GENERAL ARRANGEMENT PLAN
S321 N1 & N2 VILLA UPPER FLOOR BOTTOM REINFORCEMENT PLAN
S322 N1 & N2 VILLA UPPER FLOOR TOP REINFORCEMENT PLAN
S325 N1 & N2 VILLA UPPER FLOOR SECTIONS
S330 N1 & N2 VILLA ROOF GENERAL ARRANGEMENT PLAN
S331 N1 & N2 VILLA ROOF BOTTOM REINFORCEMENT PLAN
S332 N1 & N2 VILLA ROOF TOP REINFORCEMENT PLAN
S335 N1 & N2 VILLA ROOF SECTIONS
Grand total: 56
INFORMATION
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
COVER SHEET
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S000 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
See the original
The page text is free to read. Viewing or downloading an original file needs an account.
Log in to see the originalFull text of sections 2 to 11 (of 56)
Section 2
CONCRETE NOTES CONCRETE NOTES CONT. STRUCTURAL STEEL NOTES STRUCTURAL STEEL NOTES CONT.
GENERAL NOTES C1 ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS 3600 CURRENT C29 ALL UNREINFORCED MASONRY WALLS ARE TO BE SEPARATED FROM ABUTTING S1 DESIGN CONFORMS TO AS 4100. FABRICATION & ERECTION SHALL BE CARRIED OUT IN S20 FOR EACH GROUP OF ANCHOR BOLTS PROVIDE A TEMPLATE WITH SETTINGS OUT
G1. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL ARCHITECTURAL AND EDITION WITH AMENDMENTS. ALL CONCRETE SHALL BE PLACED AND CURED IN CONCRETE WITH TWO LAYERS OF SUPER ALCOR. ACCORDANCE WITH THE PROVISIONS OF AS 4100. LINES CLEARLY MARKED FOR POSITIONING THE BOLTS WHEN CASTING IN
OTHER CONSULTANTS DRAWINGS AND SPECIFICATIONS AND WITH SUCH OTHER ACCORDANCE WITH SECTION 19 AS 3600 WHERE CURING COMPOUND IS USED IT MUST BE
WRITTEN INSTRUCTIONS AS MAY BE ISSUED DURING THE COURSE OF THE CONTRACT. APPLIED: (A) ONTO SLABS WITHIN 2 HOURS OF FINISHING OPERATION. (B) ONTO WALLS C30 MASONRY WALLS NOT COINCIDING WITH LOAD BEARING WALLS UNDER MUST NOT BE S2 UNLESS NOTED OTHERWISE, ALL STEEL SHALL CONFORM WITH THE FOLLOWING S21 GALVANISING SHALL BE TO AS 4680 (MEMBERS) OR AS 1214
ALL DISCREPANCIES SHALL BE REFERRED TO THE ARCHITECT OR SUPERINTENDENT FOR AND COLUMNS IMMEDIATELY AFTER REMOVAL OF FORMWORK (NB PVA CURING BUILT ON CONCRETE SLABS OR BEAMS UNTIL FORMWORK SUPPORTING SAME HAS AUSTRALIAN STANDARDS IN RESPECT OF GRADE & CONDITIONS OF SUPPLY
DECISION BEFORE PROCEEDING WITH THE WORK. COMPOUND IS NOT ACCEPTABLE, USE WAX OR RESIN EMULSION, POLYTHENE SHEETING BEEN REMOVED. DISTRIBUTE MASONRY ON SLAB PRIOR TO CONSTRUCTING WALLS. THREADED FASTENERS
OR CONTINUOUS SPRAYS.) HORIZONTAL FORMWORK SHALL BE STRIPPED WHEN ROLLED SECTIONS: AS3679.1GRADE 300 COATING MASS: AVERAGE - 600 GRAMS PER SQ. METRE
G2. ALL DIMENSIONS RELEVANT TO SETTING OUT AND OFF SITE WORK SHALL BE VERIFIED APPROVED BY THE ENGINEER. C31 FIRST SLAB BAR IS TO BE POSITIONED MAX 100mm FROM FACE OF BEAMS, R.C.C WALLS WELDED SECTIONS: AS3679.2GRADE 300
BY THE CONTRACTOR BEFORE CONSTRUCTION AND FABRICATION IS COMMENCED. THE AND SLAB THICKENINGS PARALLEL TO BAR. FIRST BEAM TIE TO BE PLACED MAXIMUM FLAT BARS: AS3679.1GRADE 300 MEMBERS
ENGINEER'S DRAWINGS SHALL NOT BE SCALED. SEE ARCHITECTURAL DRAWINGS FOR C2 LAPS TO REINFORCEMENT: 50mm FROM FACE OF COLUMN OR SUPPORTING WALL UNDER. PLATE/FLOOR PLATE: AS3678GRADE 250 COATING MASS: MINIMUM - 550 GRAMS PER SQ. METRE
ALL RELEVANT DIMENSIONS. BAR SLABS & WALL BEAMS HOLLOW SECTIONS AS1163GRADE C300
N12 550 700 C32 THE SUB CONTRACTOR SHALL GIVE AT LEAST 24 HOURS NOTICE SO THAT INSPECTION PURLINS & GIRTS AS1397G450 Z350 S22 PROVIDE SURVEY CERTIFICATES RELATING TO ERECTED STEELWORK THAT CONFIRM
G3. DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING N16 750 950 MAY BE MADE OF THE FOLLOWING: THAT TOLERANCES COMPLY WITH SECTION 15 OF AS 4100.
THE STRUCTURE IN A STABLE CONDITION AND ENSURING NO PART SHALL BE OVER N20 950 1300 - MEMBRANE INSTALLATION THE SUB BASE (WHERE APPLICABLE) COPIES OF TEST CERTIFICATES CONFIRMING CONFORMANCE TO THE ABOVE
STRESSED UNDER CONSTRUCTION ACTIVITIES. N24 1200 1550 - REINFORCEMENT & TENDONS FIXED IN PLACE STANDARDS AND GRADES ISSUED BY SUPPLIER OF THE STEEL SHALL BE SUPPLIED TO S23 REMOVE ALL TEMPORARY CLEATS ON COMPLETION AND RESTORE THE SURFACE IN
N28 1450 1900 - CORES & EMBEDMENTS FIXED IN PLACE RECOR CONSULTING. AN APPROVED MANNER.
G4. WHERE EXCAVATION WORK IS TO BE CARRIED OUT ADJACENT TO EXISTING FOOTINGS. N32 1700 2300 - NO CONCRETE SHALL BE PLACED UNTIL INSPECTION IS COMPLETED
THE EXACT LEVEL OF THE UNDERSIDE OF THE FOOTING SHALL BE OBTAINED BY TEST S3 MEMBER SIZES SHALL BE AS SHOWN ON THE STRUCTURAL DRAWINGS. S24 GROUT UNDER ALL BASE PLATES. BEFORE GROUTING, SUPPORT BASE PLATES ON
PITS PRIOR TO EXCAVATION UNDERPINNING AND SHORING OF THE STRUCTURE SHALL 8TM 450 C33 CONSTRUCTION SUPPORT PROPPING SHALL BE LEFT IN PLACE AS REQUIRED IN ORDER NO SUBSTITUTION IS PERMITTED WITHOUT AGREEMENT OF RECOR CONSULTING. STEEL PACKERS OR WEDGES. GROUT UNDER BASE PLATES AND INTO CORED HOLES
BE CARRIED OUT AS DETAILED AND THE EXISTING STRUCTURE SHALL BE MAINTAINED IN 11TM 650 TO AVOID OVERSTRESSING A COMPLETED FLOOR DUE TO CONSTRUCTION LOADING. ALL WITH CONBEXTRA GP NON-SHRINK GROUT OR EQUIVALENT, MINIMUM COMPRESSIVE
A STABLE AND UNDAMAGED CONDITION. BACK PROPPING SHALL BE APPROVED BY RECOR CONSULTING. S4 THE CONTRACTOR SHALL PREPARE WORKSHOP (SHOP DETAIL) DRAWINGS AND SHALL STRENGTH 20MPa,MIN. THICKNESS 15mm, MAX. THICKNESS 40mm
C3 CONCRETE STRENGTH GRADE & COVER FOR PARTICULAR ELEMENTS SHALL BE AS SUBMIT EITHER AN ELECTRONIC PDF FILE OR TWO HARD COPIES OF EACH DRAWING FOR
G5. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH THE RELEVANT FOLLOWS UNLESS NOTED OTHERWISE: C34 IF PLASTIC SHRINKAGE OF THE CONCRETE IS OBSERVED DUE TO RAPID DRYING OR EXAMINATION OF CONNECTION DETAILS. FABRICATION SHALL NOT COMMENCE UNTIL S25 STRUCTURAL STEEL TO BE CONCRETE ENCASED SHALL BE UNPAINTED AND
CURRENT S.A.A. CODES (INCLUDING ALL AMENDMENTS) AND THE LOCAL STATUTORY OTHER CONDITIONS, APPLY A SINGLE SPRAY COAT OF ALIPHATIC ALCOHOL THE WORKSHOP DRAWINGS HAVE BEEN REVIEWED, A REVIEW WILL BE PROVIDED FOR WRAPPED WITH SL41 FABRIC. THE GAP BETWEEN THE STRUCTURAL STEEL AND THE
AUTHORITIES REQUIREMENTS. EXCEPT WHERE VARIED BY THE CONTRACT DOCUMENTS. ELEMENT COVER CONCRETE STRENGTH GRADE EVAPORATION RETARDANT ("MASTERKURE 111CF-CONFILM" BY MASTER BUILDERS OR MEMBER SIZES AND CONNECTION DETAILS, BUT WILL NOT EXTEND TO DIMENSIONS. ALL FABRIC SHALL BE 25mm. THE MINIMUM COVER TO THE FABRIC SHALL BE 50mm.
FOOTINGS 50mm 25 MPa EQUAL APPROVED) IMMEDIATELY AFTER SCREEDING. NOTE: "CONFILM" IS NOT A CURING DIMENSIONS AND SETOUTS SHALL BE OBTAINED FROM ARCHITECTURAL DRAWINGS.
G6. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS STATED OTHERWISE. ALL LEVELS ARE SLAB ON GROUND 30mm 32 MPa COMPOUND. SHOULD VARIATIONS BE NECESSARY TO THE STRUCTURAL DETAILS PROVIDED, THESE S26 ROOF AND/OR WALL SHEETING SHALL BE FIXED TO PURLINS OR GIRTS IN
EXPRESSED IN METRES. SUSPENDED SLAB - INTERNAL 30mm 40 MPa SHALL BE REFERRED TO RECOR CONSULTING FOR APPROVAL BEFORE BEING INCLUDED ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
SUSPENDED SLAB - EXTERNAL 40mm 40 MPa C35 LOW HEAT CONCRETE SHALL BE USED FOR ALL BEAMS THAT ARE DEEPER THAN 700mm ON SHOP DETAIL DRAWINGS. SHOP DETAILS SHALL PROVIDE FOR FIXING OR SUPPORT
G7. CONSTRUCTION OF ANY MASONRY WALLS OR OTHER PERMANENT LOADING MUST NOT AND HAVE A WIDTH GREATER THAN 1200mm. LOW HEAT CONCRETE SHALL BE TESTED IN OF ANY BUILDING ELEMENTS SHOWN ON ARCHITECTURAL DRAWINGS. SHOULD S27 ALL SUNDRY ITEMS SUCH AS GUTTER SUPPORTS, CEILING AND ARCHITECTURAL
BE BUILT ON CONCRETE SLABS OR BEAMS UNTIL FORMWORK SUPPORTING SAME HAS MAX. AGGREGATE SIZE = 20mm SLUMP = 100mm +/- 15mm ACCORDANCE WITH AS 1012 METHOD 22 PART B SEMI-ADIABATIC TEMPERATURE RISE VARIATIONS BE NECESSARY TO THE STRUCTURAL DETAILS PROVIDED, THESE SHALL BE ELEMENTS, FIXTURES ARE TO BE ALLOWED FOR IN THE PRICING BY THE TENDERER
BEEN REMOVED. HOWEVER PROPS AND FORMWORK SHALL NOT BE REMOVED BEFORE (AT POINT OF DISCHARGE) OF CONCRETE. THE TEMPERATURE RISE IS TO BE LESS THAN 30°C. TRIAL MIXES WITH REFERRED TO RECOR CONSULTING FOR APPROVAL BEFORE BEING INCLUDED ON SHOP AS PER ARCHITECT'S DETAILS.
THE MINIMUM TIME SPECIFIED. DISTRIBUTE MASONRY EVENLY ON SLAB ADJACENT TEST RESULTS ARE TO BE SUBMITTED FOR APPROVAL. LOW HEAT CONCRETE IS TO DETAIL DRAWINGS. SHOP DETAILS SHALL PROVIDE FOR FIXING OR SUPPORT OF ANY
TO ITS FINAL POSITION PRIOR TO CONSTRUCTING WALLS. C4 MIX DESIGNS SHALL BE SUBMITTED FOR APPROVAL. THE USE OF BLENDED CEMENTS, HAVE A DELIVERY TEMPERATURE OF LESS THAN 27°C. SECTIONS CAST WITH LOW HEAT BUILDING ELEMENTS SHOWN ON ARCHITECTURAL DRAWINGS. S28 THE BUILDER SHALL PROVIDE ALL CLEATS AND HOLES FOR FIXING STEEL TO STEEL,
FLYASH AND/OR CHEMICAL ADMIXTURES WILL NOT BE PERMITTED EXCEPT WITH PRIOR CONCRETE ARE TO BE INSULATED BY USING PLYWOOD FORMWORK WHICH IS TO TIMBER TO STEEL AND TIMBER TO TIMBER. AS REQUIRED BY ENGINEERING AND
G8. ALL NON LOAD BEARING WALLS SHALL BE KEPT CLEAR OF THE UNDERSIDE OF SLABS APPROVAL OF RECOR CONSULTING IN WRITING. IF FLYASH IS USED WITH APPROVAL REMAIN IN PLACE FOR A MINIMUM OF 5 DAYS AFTER PLACING. ALSO THE TOP SURFACE ARCHITECTURAL INTENT WHETHER SHOWN OR NOT.
SHOP DETAIL DRAWINGS SHALL CLEARLY INDICATE:
AND BEAMS BY 20mm UNLESS OTHERWISE SHOWN. THEN THIS SHOULD NOT EXCEED 80KG/PER cu. m. CONCRETE AGGREGATE SHALL OF THE BEAM IS TO BE INSULATED WITH TWO SHEETS OF FORMPLY OR SIMILAR : DIMENSIONS OF ITEMS, IDENTIFICATION, STEEL GRADE
CONSIST OF CRUSHED RIVER GRAVEL OR BASALT IN ACCORDANCE WITH AS 2758.1. SLAG APPROVED MATERIAL FOR A PERIOD OF 5 DAYS. : PROCEDURES NECESSARY FOR SHOP AND SITE ASSEMBLY S29 ALL STRUCTURAL STEELWORK BELOW GROUND TO BE ENCASED BY N25 75mm ALL
G9. REFER ARCHITECT'S DRAWINGS FOR ANY DEMOLITION REQUIREMENTS. AGGREGATES WILL NOT BE PERMITTED. CALCIUM CHLORIDE WILL NOT BE PERMITTED ROUND U.N.O.
: LOCATION, TYPE AND SIZE OF WELDS AND BOLTS
AND SHALL NOT BE USED UNDER ANY CIRCUMSTANCE. : ORIENTATION OF MEMBERS
DESIGN CRITERIA S30 FOR GALVANISED COATINGS, REPAIR FIELD DAMAGE AND SITE WELDS WITH TWO
: CAMBER OR PRESET (IF ANY)
LIVE LOADS C5 PROJECT ASSESSMENT SHALL BE IN ACCORDANCE WITH AS 1379 & AS 3600. ALL TIMBER NOTES : LOCATION OF TEMPORARY CONNECTIONS AND BRACING COATS OF A TWO PACK EPOXY POLYAMIDE ZINC-RICH PAINT CONTAINING A MINIMUM
ROOF 0.25kPa ORGANISATIONS RESPONSIBLE FOR TESTING AND ASSESSMENT OF CONCRETE AND T1 ALL TIMBER FRAMING TO BE MIN. H3 TREATED. ALL HARDWOODS TO BE DURABILITY OF 92% ZINC DUST IN THE DRY FILM WHICH SHALL BE BUILT UP TO 0.075mm MINIMUM.
: SURFACE PREPARATION METHOD AND COATING SYSTEM
INTERNAL FLOORS 1.5kPa CONCRETE MATERIALS SHALL BE NATA REGISTERED. SAMPLING AND TESTING SHALL BE CLASS 1. : WELDING AND BOLTING CATEGORIES
BATHROOMS 2.0kPa TO AS 1012. ACCEPTANCE CRITERIA - AVERAGE MUST EXCEED REQUIRED VALUE, NO T2 EXPOSED FRAMING S31 FOR PAINT COATINGS, REPAIR FIELD DAMAGE AND SITE WELDS USING THE SAME
BALCONIES 2.0kPa SAMPLE TO BE LESS THAN 85% OF REQUIRED VALUE. SUBMIT TEST RESULTS OF PROJECT (EXPOSED FRAMING REFERS TO ALL TIMBER FRAMING THAT MAY BE SUBJECT TO S5 ALL WELDING SHALL BE CARRIED OUT IN ACCORDANCE WITH AS 1554.1. ELECTRODES PARENT COATING SYSTEM. SUCCESSIVE PAINT LAYERS SHALL BE ABRADED TO A
ASSESSMENT TO RECOR CONSULTING. PERIODIC WETTING) SHALL BE TO AS 1553, AS1858 AS 2203 OR AS 2717 AS APPROPRIATE. WELDS FOR FEATHERED EDGE OF APPROXIMATELY 25mm WIDTH PER LAYER. MECHANICALLY
WIND LOADS - ALL EXPOSED FRAMING TO BE EITHER H3 PRESSURE TREATED OR DURABILITY GRIND SURFACES TO ACHIEVE SMOOTH AND BRIGHT METAL COMPARABLE TO CLASS
STRUCTURAL CONNECTIONS SHALL BE WELD CATEGORY SP UNLESS NOTED OTHERWISE
REGION B1 C6 SUPPLY OF READY MIXED CONCRETE SHALL COMPLY WITH AS 1379. CLASS 1 (MINIMUM) SAWN TIMBER (U.N.O.) 2.5. PAINT REINSTATEMENT SHALL FULLY COVER THE FEATHERED PART OF THE SAME
TERRAIN CATEGORY 2.5 (N); 3 (S, E, W) - FRAMING MEMBERS EXPOSED TO MOISTURE (JOISTS, BEARERS, ETC.) ARE TO S6 UNLESS OTHERWISE SHOWN, ALL CONNECTIONS SHALL BE AS SHOWN IN LAYER.
IMPORTANCE LEVEL 2 C7 ALL CONCRETE SHALL BE MOISTURE CURED FOR (7) DAYS AFTER POURING, BY AN BE MALTHOID CAPPED AND PENETRATING NAILS SHOULD BE CONSTRUCTED TO "STANDARDISED STRUCTURAL CONNECTIONS" PUBLISHED BY AUSTRALIAN STEEL
REGIONAL WIND SPEED V500(57m/s) APPROVED METHOD. LIMIT MOISTURE PENETRATION ALONG NAIL SHANK. S32 ALL CANTILEVER MEMBERS TO BE PROPPED UNTIL FULLY FIXED AT SUPPORTS
INSTITUTE. FOR CONNECTIONS, WHERE NO STRUCTURAL DETAIL IS PROVIDED, 2/M20
Mz-CAT 0.83 - MANUFACTURED TIMBER PRODUCTS, IF SPECIFIED, ARE TO BE MINIMUM H3 BOLTS IN 8.8/S CATEGORY SHALL BE USED AND ALL WELDS SHALL BE 6mm CONTINUOUS
Ms-SHIELDING 1.0 C8 ALL FORMWORK SHALL CONFORM TO AS3610 (RESHORING NOT PERMITTED). TREATED AND PROTECTED IN ACCORDANCE WITH MANUFACTURER'S FILLET WELDS USING E48XX ELECTRODES OR EQUIVALENT AND ALL CLEAT PLATES AND
Mt-TOPOGRAPHIC 1.0 SPECIFICATION ( EG HYNE TECH DATA SHEETS 6 AND 8). USE A HIGH QUALITY
Vz (ULT) 46m/s (N); 50m/s (S, E, W) C9 REINFORCEMENT SYMBOLS
STIFFENERS SHALL BE 10mm THICK. SCREW PILES
EXTERIOR PAINT FINISH TO EXPOSED SURFACES.
T3 ALL FASTENERS TO BE HOT DIPPED GALVANISED. EXTERNAL ANCHORS WHERE SUBJECT S7 BOLTING CATEGORIES ARE IDENTIFIED ON THE STRUCTURAL DRAWINGS IN THE
EARTHQUAKE LOADS REINFORCEMENT TYPES ARE DESIGNATED AS FOLLOWS:- TO SALT AIR TO BE STAINLESS STEEL. FOLLOWING MANNER: SP1. ALL PILES TO BE DESIGNED, MANUFACTURED AND INSTALLED BY
EARTHQUAKE LOADING HAS BEEN DETERMINED IN ACCORDANCE WITH BAR REINFORCEMENT - NAILS TO BE 2.8 mm DIA. x 30 mm LONG.
AS 1170 PART 4 BASED ON THE FOLLOWING: THE PILING CONTRACTOR. ALL PILES TO BE CERTIFIED (SUPPLY
'R' DENOTES ROUND STEEL BAR. - SCREWS TO BE No.14 TYPE 17 WITH 50mm EMBEDMENT (U.N.O.) BOLTING CATEGORY BOLT GRADE BOLT TO METHOD OF STD. FORMS 15 & 16) FOR DESIGN AND INSTALLATION BY A PRACTICING
'N' DENOTES DEFORMED STEEL BAR. - ALL JOIST HANGERS, FRAMING ANCHORS AND TRIPLE GRIPS TO BE AUST. STD INSTALLATION TO AS 4100 PROFESSIONAL ENGINEER.
ANNUAL PROBABILITY OF EXCEEDANCE 1:500 'W' DENOTES HARD DRAWN DEFORMED WIRE. MANUFACTURED BY PRYDA OR EQUIVALENT. FULLY NAILED - 4 NAILS MINIMUM. 4.6/S 4.6 AS 1111 SNUG TIGHTENED NOTE THAT INSTALLATION INCLUDES TRIMMING AND
PROBABILITY FACTOR, KP 1.0 MESH REINFORCEMENT INSTALL PER MANUFACTURERS SPECIFICATION. 8.8/S 8.8 AS 1252 SNUG TIGHTENED REMOVING OF EXCESS
HAZARD FACTOR, Z 0.08 'SL' DENOTES SQUARE WELDED MESH. T4 WASHERS TO TIMBER TO BE: 8.8/TF 8.8 AS 1252 FULLY TENSIONED LENGTHS AND INSTALLING DOWEL HEAD PINS).
SUB-SOIL CLASS Ce 'RL' DENOTES RECTANGULAR WELDED MESH. M12 BOLTS 55 SQ. X 3 THK FRICTION - TYPE JOINT
EARTHQUAKE DESIGN CATEGORY I TRENCH MESH REINFORCEMENT M16 BOLTS 65 SQ. X 5 THK 8.8/TB 8.8 AS 1252 FULLY TENSIONED SP2. EFFECTIVE LENGTH TO BE DETERMINED BY THE DESIGNER
'TM' DENOTES TRENCH MESH WITH W8 LIGS AT 600. T5 ALL BOLTS ARE TO BE HEX HEAD BOLTS WITH CORRECT SIZED WASHERS. DO NOT USE BEARING - TYPE JOINT (MINIMUM 3m).
G10. CONSTRUCTION USING THE STRUCTURAL DRAWINGS SHALL NOT COMMENCE UNTIL A REINFORCEMENT GRADES ARE DESIGNATED AS FOLLOWS:- CUPHEAD BOLTS.
CONSTRUCTION CERTIFICATE IS ISSUED BY THE PRINCIPAL CERTIFYING AUTHORITY & BAR REINFORCEMENT GRADE 500 - NORMAL DUCTILITY T6 BOLTS TO BE INSTALLED INTO PRE-DRILLED HOLES OF DIAMETER NOT EXCEEDING 10% OF COPIES OF TEST CERTIFICATES CONFIRMING CONFORMANCE TO THE RELEVANT SP3. PILES TO COMPLY WITH THE FOLLOWING:
ONLY IF THE STRUCTURAL DRAWING IS DESIGNATED "ISSUE FOR CONSTRUCTION" MESH REINFORCEMENT GRADE 500 - LOW DUCTILITY BOLT DIAMETER. STANDARD AND BOLT GRADE ISSUED BY THE SUPPLIER OF THE BOLTS SHALL BE 50mm MAXIMUM DESIGN ECCENTRICITY
TRENCH MESH REIN. GRADE 500 - LOW DUCTILITY T7 COACH SCREWS SHALL BE SCREWED INTO PRE-DRILLED HOLES AND NOT HAMMERED. SUPPLIED TO RECOR CONSULTING. 50mm MAXIMUM INSTALLATION TOLERANCES
G11. THE CONTRACTOR SHALL GIVE AT LEAST 24 HOURS NOTICE OF ANY INSPECTIONS OF T8 PRE-DRILLED HOLES FOR THE SHANK SHALL NOT BE LESS THAN THE SHANK DIAMETER
STRUCTURAL WORK THAT ARE REQUIRED TO BE MADE BY ECOR CONSULTING. AND SHALL NOT EXCEED IT BY MORE THAN 1mm. S8 BOLTING CATEGORIES 8.8/TF & 8.8/TB REQUIRE TENSIONING IN ACCORDANCE WITH AS
C10 SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF APPLIED FINISHES. 4100. TENSIONING SHALL BE CARRIED OUT IN ACCORDANCE WITH CLAUSE 15.2.5 OF SP4. ALLOW FOR A MINIMUM CORROSION RATE OF 0.02mm / YEAR.
T9 PRE-DRILLED HOLES FOR THE THREADED PORTION SHALL NOT EXCEED THE ROOT
DIAMETER OF THE SCREW. AS 4100 BY EITHER THE PART-TURN METHOD OR THE DIRECT-TENSION INDICATOR
C11 BEAMS SIZES ARE SHOWN DEPTH FIRST AND INCLUDE SLAB THICKNESS METHOD. THE TORQUE-CONTROL METHOD SHALL NOT BE USED. FOR BOLTING SP5. PILES TO HAVE A DESIGN LIFE OF 50 YEARS.
T10 FIXINGS SHALL BE INSTALLED TO THE DIMENSIONS SHOWN IN DETAILS. IN ANY CASE, ALL
G.12. WATERPROOFING FIXINGS SHALL BE INSTALLED WITHIN MINIMUM EDGE DISTANCES, END DISTANCES AND CATEGORY 8.8/TF, THE CONTACT SURFACES SHALL BE FREE FROM PAINT, LACQUER,
ALL EXTERNAL SLABS, ROOF SLABS & RETAINING WALLS SHALL HAVE A WATERPROOF C12 UNLESS NOTED OTHERWISE ALL FORMED EDGES AND CORNERS OF CONCRETE GALVANISING OR OTHER APPLIED FINISH, UNLESS NOTED OTHERWISE ON THE SP6. ALL PILES TO BE CONCRETE CORE FILLED WITH A MINIMUM 32MPa
SPACINGS AS PER AS1720.1 (TYPICALLY 4d, 5d AND 5d RESPECTIVELY) U.N.O. CONCRETE WITH 6mm AGGREGATE. PILES TO BE CUT OFF 150mm
MEMBRANE APPLIED TO ARCHITECT'S & CONTRACTOR'S DETAILS. THE MEMBRANE WILL MEMBERS SHALL HAVE 20mm CHAMFERS. STRUCTURAL DRAWINGS. CONTRACTOR TO PROVIDE CERTIFICATION FOR BOLTING
T11 TIMBER BEARERS AND JOISTS WITH D / B >= 4 ABOVE UNDERSIDE OF PILE CAP AND PILES TO BE CLOSED ENDED
BE THE PRIMARY METHOD OF WATERPROOFING. THE MEMBRANE SHALL BE DETAILED TO - PROVIDE BLOCKING OVER SUPPORTS AT 1800 MAX. CRS IN CATEGORY ACHIEVED AS DETAILED ON STRUCTURAL DRAWINGS.
ACCOMMODATE MOVEMENT AT EXPANSION JOINTS. C13 PLACE CONCRETE IN LAYERS SUCH THAT EACH SUCCEEDING LAYER IS BLENDED INTO TYP.
ACCORDANCE WITH AS1684.
THE PRECEDING ONE BY THE COMPACTION PROCESS. SLABS AND BEAMS SHALL BE S9 UNLESS NOTED OTHERWISE, HOLES SHALL BE 2mm LARGER THAN THE NOMINAL BOLT
- FOR JOISTS WITH SPAN > 3000 AND BOTTOM OF JOIST SP7. ALL PILES TO HAVE A MINIMUM SHEAR CAPACITY OF 10kN.
NOTES ON ALL DRAWINGS SHALL OVER-RIDE ALL GENERAL CONSTRUCTION NOTES AS POURED TOGETHER. THE FINISHED CONCRETE SHALL BE A DENSE HOMOGENEOUS MASS DIAMETER. WHERE SLOTTED OR OVERSIZE HOLES ARE PERMITTED ON THE
UNRESTRAINED BY CEILING DIAPHRAGM;
OUTLINED ON THIS PAGE. COMPLETELY FILLING THE FORMWORK AND THOROUGHLY EMBEDDING THE STRUCTURAL DRAWINGS, THEY SHALL COMPLY WITH AS 4100. HAND FLAME CUTTING
- PROVIDE 1 ROW OF BLOCKING BETWEEN EACH JOIST SP8. PROVIDE "AS BUILT" DRAWINGS WITH SURVEYED FINAL LOCATIONS.
REINFORCEMENT. FINISH TYPE SHALL BE AS SPECIFIED IN THE ARCHITECTURAL OF BOLT HOLES IS NOT PERMITTED. ALL BOLT HOLES SHALL BE DRILLED. BOLTS TO BE
AT MIDSPAN FOR SPANS < 4200.
DRAWINGS. INSTALLED WITH A HARDENED WASHER UNDER THE TURNED PART OVER THE HOLE.
- PROVIDE 2 ROWS OF BLOCKING BETWEEN EACH JOIST
FOUNDATION NOTES C14 COMPACTION:
AT MIDSPAN FOR SPANS > 4200.
S10 UNLESS NOTED OTHERWISE, ALL BOLTS AND WASHERS SHALL BE GALVANISED.
F1 THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE GEOTECHNICAL REPORT USE IMMERSION AND SCREED VIBRATORS ACCOMPANIED BY HAND METHODS AS
22380-001-Rev0 BY TECTONIC GEOTECHNICAL. REFER TO THIS REPORT FOR GROUND APPROPRIATE TO REMOVE AIR BUBBLES AND COMPACT THE MIX. USE FORM VIBRATORS S11 UNLESS NOTED OTHERWISE, A CUT SURFACE SHALL HAVE A MAXIMUM ROUGHNESS
CONDITIONS AND FOUNDATION RECOMMENDATIONS. WHERE USE OF IMMERSION VIBRATORS IS IMPRACTICABLE. ENSURE CONCRETE IS FULLY NOT EXCEEDING 25 MICROMETERS. ALL CUTTING SHALL BE CARRIED OUT IN
COMPACTED AND ENTRAPPED AIR REMOVED, BUT AVOID OVER VIBRATION THAT MAY ACCORDANCE WITH THE RECOMMENDATIONS OF AWRA TECHNICAL NOTE 5.
CAUSE SEGREGATION. DO NOT USE VIBRATORS TO MOVE CONCRETE ALONG THE FORMS
F2 DESIGN BEARING PRESSURES S12 FABRICATION TOLERANCES SHALL COMPLY WITH AS 4100, SECTION 14 UNLESS NOTED
ALL FOOTINGS MUST BE FOUNDED A MINIMUM OF 500mm INTO MEDIUM DENSE SAND WITH C15 EXACT SIZE AND LOCATION OF PENETRATIONS ARE TO BE OBTAINED FROM WORKSHOP OTHERWISE ON THE STRUCTURAL DRAWINGS.
AN ALLOWABLE BEARING PRESSURE OF 150kPa. REFER TO GEOTECHNICAL ENGINEER FOR DRAWINGS PRIOR TO SCHEDULING OF REINFORCEMENT AND ARE NOT TO EXCEED
ON SITE CERTIFICATION THE ABOVE PARAMETERS ARE ACHIEVED. DIMENSIONS WHERE SHOWN ON STRUCTURAL DRAWINGS. S13 ALL BEAMS AND RAFTERS SHALL BE FABRICATED AND ERECTED WITH NATURAL
CAMBER UP. ANY ADDITIONAL CAMBER SHALL BE AS NOTED ON THE STRUCTURAL
F3 CERTIFICATION AND CLEANING C16 NO CHASES, HOLES GREATER THAN 150mm DIAMETER, OR EMBEDMENT OF PIPES DRAWINGS. PROVIDE STRUCTURAL MEMBERS IN SINGLE LENGTHS UNLESS SPLICES
ALL FOUNDATION MATERIAL AND BEARING CAPACITIES SHALL BE APPROVED AND GREATER THAN 40mm DIAMETER OTHER THAN THOSE SHOWN ON THE STRUCTURAL ARE SHOWN ON THE STRUCTURAL DRAWINGS. ANY WELDED SPLICES TO MAKE UP
CERTIFIED BY A PRACTISING QUALIFIED GEOTECHNICAL ENGINEER. THE BASES OF ALL DRAWINGS SHALL BE MADE IN THE CONCRETE SLABS. FOR ALL OTHER CONCRETE MEMBER LENGTHS SHALL BE FULL PENETRATION BUTT WELDS.
FOOTINGS SHALL BE CLEANED AND FREE OF WATER IMMEDIATELY BEFORE INSPECTION MEMBERS NO PENETRATION, MADE IN THE CONCRETE SLABS. FOR ALL OTHER CONCRETE
AND PLACEMENT OF CONCRETE. MADE WITHOUT PRIOR APPROVAL BY THE STRUCTURAL ENGINEER.. S14 WELDING PERSONNEL SHALL BE QUALIFIED IN ACCORDANCE WITH CLAUSE 4.12 AS
1554.1.
F4 FOOTINGS SHALL BE CONSTRUCTED & BACKFILLED AS SOON AS POSSIBLE FOLLOWING C17 CONDUITS CAST INTO CONCRETE MEMBERS SHALL BE SPACED AT MAXIMUM DISTANCE
EXCAVATION. FOUNDATION MATERIAL SHALL NOT BE PERMITTED TO SOFTEN OR DRY OUT. POSSIBLE AND UNDER NO CIRCUMSTANCES CLOSER THAN A CLEAR SPACING OF TWICE NON-DESTRUCTIVE WELD EXAMINATION SHALL BE AS FOLLOWS:
IF CONCRETE IS NOT PLACED IMMEDIATELY AFTER EXCAVATION OF FOOTING, PROVIDE A THE LARGER CONDUIT DIAMETER FROM PARALLEL REINFORCEMENT OR ANY OTHER
50mm BLINDING LAYER OF WEAK (15MPa) CONCRETE TO THE BASE OF THE EXCAVATION CONDUIT. TYPE OF WELD EXAMINATION METHOD EXTENT (% OF TOTAL
FOUNDATION & CATEGORY LENGTH OF WELD TYPE)
C18 REINFORCEMENT IS SHOWN DIAGRAMMATICALLY AND NOT NECESSARILY IN TRUE
F5 SIDES OF FOOTINGS SHALL BE FORMED AS NECESSARY WHEN EXCAVATED FACE IS NOT PROJECTION. FILLET WELD, GP/SP VISUAL INSPECTION 100
STABLE. BUTT WELD, GP VISUAL INSPECTION 100
C19 FOR OVERSIZE PENETRATIONS REFER TO ENGINEER FOR APPROVAL BUTT WELD, SP VISUAL INSPECTION 100
F6 ALL WALLS AND COLUMNS SHALL BE CONCENTRIC WITH SUPPORTING FOOTINGS UNLESS I.E PENETRATIONS THAT DON'T FIT BETWEEN REINFORCEMENT SPACING. BUTT WELD, SP RADIOGRAPHIC OR 10 SHOP WELD
OTHERWISE NOTED ON THE DRAWINGS. ULTRASONIC INSPECTION 25 FIELD WELD
C20 DO NOT CUT REINFORCEMENT ON SITE TO CLEAR PENETRATIONS. DISPLACE
F7 UNLESS APPROVED BY THE STRUCTURAL ENGINEER, EXCAVATIONS SHALL NOT EXTEND REINFORCEMENT SLIGHTLY AS NECESSARY TO CLEAR BLOCK OUTS AND TRIM WITH 2-N12 S15 RADIOGRAPHIC EXAMINATION: TO AS 1554, PART 1, CLAUSE 6.3.
BELOW A LINE DIPPING AT 45 DEGREES AND AWAY FROM THE NEAREST UNDERSIDE BARS EACH SIDE FOR ALL PENETRATIONS <300mm ULTRASONIC EXAMINATION: TO AS 1554, PART 1, CLAUSE 6.4.
CORNER OF ANY FOOTINGS, RETAINING WALLS OR EXISTING BUILDINGS TESTING SHALL BE PERFORMED BY AN INDEPENDENT TESTING AUTHORITY AND THE
C21 SPLICES IN REINFORCEMENT SHALL BE MADE ONLY IN THE POSITIONS SHOWN, UNLESS RELEVANT TEST REPORT SHALL BE SUBMITTED TO RECOR CONSULTING.
F8 WHERE FOUNDATION MATERIAL DIFFERS FROM THAT DESCRIBED IN THE SITE APPROVED BY THE STRUCTURAL ENGINEER.
INVESTIGATION REPORT OR LOCALISED SOFT SPOTS ARE FOUND, THE ENGINEER SHALL S16 THE SUBCONTRACTOR SHALL GIVE NOTICE OF AT LEAST 48 HOURS SO THAT
BE NOTIFIED AND IF NECESSARY THE MATERIAL SHALL BE EXCAVATED AND BACKFILLED C22 WELDING OF REINFORCEMENT IS NOT PERMITTED. INSPECTION MAY BE MADE BY EITHER RECOR CONSULTING (IF REQUIRED) OR THE
WITH WEAK MIX CONCRETE. SUBCONTRACTORS NOMINATED INSPECTION ORGANISATION AT THE FOLLOWING
C23 REINFORCEMENT SHALL BE BENT COLD IN ACCORDANCE WITH AS3600 EXCEPT WHERE STAGES:
F9 THE SITE IS TO BE STRIPPED AND ALL VEGETATION REMOVED FROM THE BUILDING AREA. APPROVED BY THE STRUCTURAL ENGINEER. NO RE-BENDING SHALL BE PERMITTED. : COMMENCEMENT OF WELDING PROCEDURE AND WELDER QUALIFICATIONS TESTS
GRUB HOLES TO BE BACKFILLED IN LAYERS AS INDICATED ON NOTE BELOW. : COMMENCEMENT OF WELDING
C24 ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED IN ITS CORRECT POSITION : PRIOR TO THE PLACEMENT OF THE ROOT RUNS OF COMPLETE PENETRATION BUTT
F10 FILLED BUILDING PLATFORMS SHALL BE BUILT UP IN LAYERS OF 150mm MAXIMUM DEPTH DURING CONCRETING BY APPROVED PLASTIC TIPPED BAR CHAIRS, SPACERS OR WELDS
AND UNIFORMLY COMPACTED TO A MINIMUM OF 98% OF THE STANDARD MAXIMUM DRY SUPPORT BARS. MAXIMUM CENTRES OF SUPPORTING CHAIRS SHALL BE 800mm FOR : COMPLETION OF FABRICATION PRIOR TO SURFACE PREPARATION
DENSITY AS RECOMMENDED IN A.S.3798 5.1. RANGE OF -4.0% TO +0.5% OF THE STANDARD FABRIC, 600mm FOR BARS UP TO 12mm DIAMETER, 900mm FOR BARS 16mm AND GREATER. : COMMENCEMENT OF SURFACE PREPARATION PRIOR TO PROTECTIVE COATING
OPTIMUM MOISTURE CONTENT. : COMPLETION OF PROTECTIVE COATING PRIOR TO DELIVERY TO SITE
C25 MINIMUM LAP FOR ALL FABRICS SHALL BE ONE MESH + 30mm. U.N.O. : STEELWORK ON SITE PRIOR TO ERECTION
F11 SITE PREPARATION : ALL EARTHWORKS TO BE CARRIED OUT IN ACCORDANCE WITH AS : COMPLETION OF ERECTION PRIOR TO ENCASING OR FIXING CLADDING
3798 GUIDELINES ON EARTHWORKS FOR COMMERCIAL AND RESIDENTIAL DEVELOPMENTS. C26 WHERE NO STEEL IS SHOWN ON THE DRAWING AT RIGHT ANGLES TO MAIN
REINFORCEMENT PLACE N12-300 ON THE SIDE OF THE MAIN REINFORCEMENT REMOTE S17 SURFACE TREATMENT AND PAINTING OF STEELWORK TO BE AS PER ARCHITECTURAL
F12 SLAB ON GROUND: THE SUBGRADE UNDER SLABS SHALL BE PREPARED BY STRIPPING ALL FROM THE OUTSIDE OF THE CONCRETE. ALL OPENINGS AND RE-ENTRANT ANGLES IN THE SPECIFICATION. SURFACE TREATMENT SHALL BE CARRIED OUT IN ACCORDANCE WITH
VEGETATION AND PROOF ROLLING THE SURFACE. ANY SOFT AREAS SHALL BE REMOVED CONCRETE SHALL HAVE 2/N12 TOP AND BOTTOM ALONG THE ENCLOSING EDGE AND AS 1627. (SEE ALSO ITEM S8) PROVIDE SEAL PLATES TO ALL HOLLOW SECTIONS, WITH
AND REPLACED WITH APPROVED COMPACTED MATERIAL. MATERIAL UNDER SLAB SHALL PROJECTING 350 PAST CORNERS. BREATHER HOLES IF MEMBERS ARE TO BE HOT DIPPED GALVANISED
HAVE A MINIMUM SAFE BEARING CAPACITY OF 100kPa WITH A MAXIMUM LINEAR
SHRINKAGE OF 8% AND A PLASTIC INDEX NOT EXCEEDING 16. ALL FILLING AND C27 CONSTRUCTION BREAK, JOINT LOCATIONS AND DETAILS SHALL BE APPROVED BY THE S18 ERECTION TOLERANCES SHALL COMPLY WITH AS 4100 SECTION 15 UNLESS NOTED
BACKFILLING SHALL BE COMPACTED IN MAXIMUM 150mm THICK LAYERS BY MECHANICAL STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. OTHERWISE ON THE STRUCTURAL DRAWINGS.
COMPACTION TO 98% OF THE MAXIMUM DRY DENSITY (STANDARD) AS
DETERMINED BY AS 1289 TEST E 1.1 C28 THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE CAST IS TO BE S19 ALL STEELWORK SHALL BE TEMPORARILY BRACED IN A SECURE MANNER IN ORDER
THOROUGHLY MECHANICALLY SCABBLED, FULLY EXPOSING THE AGGREGATE MATRIX. TO STABILISE THE STRUCTURE DURING ERECTION. DETAILS TO BE PROVIDED BY SUB
F13 PLACE A 50mm THICK LAYER OF BEDDING SAND OVER SUBGRADE MATERIAL. CONTRACTOR.
F14 PLACE 0.2mm THICK POLYETHYLENE FILM VAPOUR BARRIER TO NCC UNDER SLAB WITH
ALL JOINTS SEALED.
INFORMATION
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
NOTES SHEET - SHEET 1
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL 1:1 (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S001 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 3
GENERAL SAFETY NOTES HAZARDOUS SUBSTANCES SAFETY HAZARDS
GS1 IT IS THE CLIENTS RESPONSIBILITY TO PROVIDE THIS 'SAFETY IN DESIGN REPORT' TO THE HS1 ASBESTOS SH1 FALLING OBJECTS
PRINCIPLE CONTRACTOR / BUILDER IN ACCORDANCE WITH THE WORK HEALTH AND FOR ALTERATIONS OR ADDITIONS TO AN EXISTING BUILDING: CONSTRUCTION, MAINTENANCE OR DEMOLITION WORK ON OR AROUND THIS BUILDING IS
SAFETY ACT 2011 AND REGULATIONS. BELOW LISTS POTENTIAL CONSTRUCTION HAZARDS CONSTRUCTED PRIOR TO 1990 - IT MAY CONTAIN ASBESTOS PRODUCTS. LIKELY TO INVOLVE PERSONS WORKING ABOVE GROUND LEVEL. WHERE THIS OCCURS
ASSOCIATED WITH IMPLEMENTING THE DESIGN AS DOCUMENTED. CONSTRUCTED PRIOR TO 1986 - IT IS LIKELY TO CONTAIN ASBESTOS PRODUCTS. ONE OR MORE OF THE FOLLOWING MEASURES MUST BE UNDERTAKEN TO AVOID
ASBESTOS MAY BE CONTAINED IN CLADDING MATERIALS OR IN INSULATING MATERIALS, OBJECTS FALLING FOR THE WORK AREAS ON TO AREAS BELOW.
GS2 IT IS THE CONTRACTORS RESPONSIBILITY TO BUILD IN ACCORDANCE WITH PROJECT THE CONTRACTOR MUST CHECK AND IF NECESSARY TAKE APPROPRIATE ACTION BEFORE • PREVENT OR RESTRICT ACCESS TO BELOW AREA AS SUITABLE
DOCUMENTATION AND NOT MAKE VARIATIONS TO THE CONSTRUCTION WITH SPECIFIC DEMOLISHING, CUTTING, SANDING, DRILLING OR OTHERWISE DISTURBING THE MATERIAL. • PROVIDE TOE BOARDS AND HOARDING TO SCAFFOLD OR OTHER WORK
WRITTEN APPROVAL. IF THESE DESIGN DRAWINGS ONLY DOCUMENT PART OF THE PLATFORMS.
PROJECT WORKS, THE CONTRACTOR IS TO ENSURE ALL DESIGN DRAWINGS ARE CO- HS2 POWDERED MATERIALS • PROVIDE PROTECTIVE STRUCTURES OVER THE WORK AREA BELOW
ORDINATED BETWEEN ALL CONSULTANTS. MANY MATERIALS USED IN THE CONSTRUCTION OF THIS BUILDING CAN CAUSE HARM IS • ENSURE ALL WORKERS HAVE SUITABLE PERSONAL PROTECTIVE EQUIPMENT
INHALED IN POWDER FORM. PERSONS WORKING ON OR IN THE BUILDING DURING (PPE)
GS3 THE DESIGN HAS BEEN DOCUMENTED IN ACCORDANCE WITH THE NATIONAL CONSTRUCTION, OPERATIONAL MAINTENANCE OR DEMOLITION SHOULD ENSURE GOOD
CONSTRUCTION CODE, RELEVANT AUSTRALIAN STANDARDS, LOCAL AUTHORITY VENTILATION AND WEAR PERSONAL PROTECTIVE EQUIPMENT TO ENSURE PROTECTION SH2 WORKING AT HEIGHTS
REGULATIONS AND STANDARD BUILDING CODES OF PRACTICE UNLESS OTHERWISE AGAINST INHALATION WHILE USING EITHER POWDERED PRODUCT OF WHEN SANDING, DURING CONSTRUCTION: WHEREVER POSSIBLE COMPONENTS FOR THIS BUILDING
NOTED. EACH STAGE OF CONSTRUCTION SHOULD BE STRUCTURALLY COMPLETE AND DRILLING, CUTTING OR OTHERWISE DISTURBING OR CREATING POWDERED MATERIAL. SHOULD BE PREFABRICATED OFF SITE OR AT GROUND LEVEL TO MINIMISE THE RISK OF
INSPECTED BEFORE PROCEEDING TO THE NEXT STAGE TO ENSURE DESIGN COMPLIANCE WORKERS FALLING MORE THAN TWO METERS. WHERE CONSTRUCTION WILL REQUIRE
BY THE CERTIFYING AUTHORITY. THE CONTRACTORIS TO ENSURE THE WORK HS3 VOLATILE ORGANIC COMPOUNDS WORKERS TO ACCESS HEIGHTS WHERE A FALL OF TWO METERS IS POSSIBLE, THE
PROGRAMMED IN A SAFE MANNER AND MUST HIGHLIGHT TO THE DESIGNER ANY ASPECTS MANY TYPES OF GLUE, SOLVENTS, SPRAY PACKS, PAINTS, PROTECTIVE COATINGS AND CONTRACTOR MUST PROVIDE A BARRIER OR SUITABLE SCAFFOLDING TO PREVENT
OF THE WORK THAT MAY REQUIRE FURTHER CLARIFICATION OR ADVICE WITH REGARD TO OR CLEANING PRODUCTS AND DISINFECTANTS CAN HAVE DANGEROUS EMISSIONS. INJURY FROM FALLS.
THE HEALTH AND SAFETY OF THE PROJECT. AREAS WHERE THESE ARE USED SHOULD BE KEPT WELL VENTILATED WHILE THE
MATERIAL IS BEING USED AND FOR A PERIOD AFTER INSTALLATION. PERSONAL DURING CONSTRUCTION, OPERATION AND MAINTENANCE: WHERE ACCESS ABOVE TWO
GS4 THE PLANS SPECIFICALLY DETAIL REQUIREMENTS FOR THE COMPLETED STRUCTURE. PROTECTIVE EQUIPMENT MAY ALSO BE REQUIRED. THE MANUFACTURERS METERS IS REQUIRED, SCAFFOLDING, LADDERS, TRESTLES OR ELEVATED WORK
FURTHER TEMPORARY SUPPORTS, BRACING, CONNECTIONS ETC MAY BE REQUIRED TO RECOMENDATIONS FOR USE MUST BE CAREFULLY CONSIDERED AT ALL TIMES. PLATFORMS SHOULD BE USED ONLY IN ACCORDANCE WITH RELEVANT CODES OF
MAINTAIN THE STABILITY AND SAFETY DURING THE CONSTRUCTION PERIOD. THIS WILL PRACTICE, REGULATIONS AND LEGISLATION. ALL SCAFFOLD AND FORMWORK TO BE
VARY DEPENDING UPON THE CONTRACTORS CONSTRUCTION PROGRAM. ELEMENTS MAY HS4 SYNTHETIC MINERAL FIBRE DESIGNED AND CERTIFIED BY A LICENCED CONTRACTOR TO COMPLY WITH RELEVANT
INCLUDE BUT NOT LIMITED TO FABRICATED TIMBER AND STEELWORK ELEMENTS, FIBREGLASS, ROCKWOOL, CERAMIC AND OTHER MATERIAL USED FOR THERMAL OR AUSTRALIAN STANDARDS AND MAINTAINED IN GOOD WORKING ORDER. ANCHORAGE
UNRESTRAINED WALLS, CONCRETE COLUMNS, BEAMS AND SLABS, PRECAST OR TILT UP SOUND INSULATION MAY CONTAIN SYNTHETIC MINERAL FIBRES WHICH MAY BE HARMFUL POINTS FOR FALL ARREST DEVICE (IF ADOPTED) ARE TO BE INSTALLED, TESTED AND
PANELS, MASONRY WALLS AND PIER ETCS WHICH WILL REQUIRE TEMPORARY SUPPORTS IS INHALED OR IF IT COMES IN CONTACT WITH THE SKIN, EYES OR OTHER PARTS OF THE MAINTAINED BY A SPECIALIST LICENCED COMPANY AND OLY USED BY TRAINED
OR PROPPING TO PREVENT BEING OVER STRESSED, EXCESSIVE DEFLECTIONS OR UNTIL BODY. PERSONAL PROTECTIVE EQUIPMENT INCLUDING PROTECTION AGAINST PERSONNEL FAMILIAR WITH THE SYSTEM.
FINAL STABILITY IS ACHIEVED BY THE COMPLETED STRUCTURE. THE DESIGNER IS TO BE INHALATION OF HARMFUL MATERIAL SHOULD BE USED WHEN INSTALLING, REMOVING OR
CONTACTED IF FURTHER ADVICE IS REQUIRED. WORKING NEAR BULK INSULATION MATERIAL. SH3 SLIPS, TRIPS AND FALLS
THE CONTRACTOR IS TO ENSURE ALL AREAS AND WORK SURFACES ARE CLEAR AND
GS5 IT IS THE CLIENT AND CONTRACTORS RESPONSIBILITY TO NOTIFY THE DESIGNER OF ANY HS5 TIMBER FLOORS FREE OF DEBRIS PROVIDING SAFE ACCESS IN AND AROUND THE WORK SITE INCLUDING
SPECIFIC LOADING THAT THE STRUCTURE MAY BE SUBJECT TO. LOADING APPLIED THIS BUILDING MAY CONTAIN TIMBER FLOORS WHICH HAVE AN APPLIED FINISH. AREAS ADEQUATE STAIRS, SCAFFOLDING, SECURE LADDER ACCESS, SAFE WORKING
DURING DESIGN ARE IN ACCORDANCE WITH THE RELEVANT AUSTRALIAN STANDARDS, WHERE FINISHED ARE APPLIED SHOULD BE KEPT WELL VENTILATED DURING SANDING, PLATFORMS, ACCESS FREE FROM FALLING OBJECTS WITH SUITABLE RAILING AND
UNLESS NOTED OTHERWISE. NO SPECIFIC ALLOWANCE HAS BEEN MADE FOR THE PREPARATION AND FINISHING. PERSONAL PROTECTIVE EQUIPMENT MAY ALSO BE BALUSTRADING, FALL ARREST SAFETY POINTS OR SIMILAR
STACKED MATERIALS, MACHINERY LOADS, LIFTING DEVICES, IMPACT / VIBRATION / CYCLIC REQUIRED. THE MANUFACTURERS RECOMMENDATIONS FOR USE MUST BE CAREFULLY
LOADS ETC. ANY SPECIFIC LOADING FOR ACCESS PLATFORMS, SCAFFOLDING, FURTHER CONSIDERED AND FOLLOWED AT ALL TIMES. SH4 EQUIPMENT
MAINTENANCE HAS NOT BEEN SPECIFICALLY DESIGNED UNLESS NOTED OTHERWISE. CONSTRUCTION, MAINTENANCE AND DEMOLITION OF THIS BUILDING MAY REQUIRE THE
USE OF PORTABLE TOOLS AND EQUIPMENT. THESE SHOULD BE CAREFULLY MAINTAINED
GS6 ALL SUNDRY ITEMS INCLUDING BUT NOT LIMITED TO CLADDING DESIGN AND FIXINGS, IN ACCORDANCE WITH MANUFACTURERES SPECIFICATIONS AND NOT USED IF FAULTY OR
WINDOWS, BALUSTRADES, STAIRS, SUSPENDED CEILINGS, INTERNAL FIT OUTS, AND (FOR ELECTRICAL EQUIPMENT) NOT CARRYING A CURRENY ELECTRICAL SAFETY TAG. ALL
OTHER ELEMENTS NOT DETAILED ON OUR PLANS MUST BE DESIGNED AND INSPECTED MATERIALS HANDLING SAFETY GUARDS OR DEVICES SHOULD BE REGULARLY INSPECTED AND CHECKED TO
WHERE REQUIRED BY THE SUPPLIER OR CERTIFIER. MH1 MANUAL TASKS ENSURE PROPER FUNCTION WITH CORRECT USE OF PERSONAL PROTECTIVE EQUIPMENT
COMPONENTS WITHIN THIS DESIGN WITH A MASS IN EXCESS OF 25kg SHOULD BE LIFTED AT ALL TIMES DURING USE. ALL CONTRACTORS ARE TO ENSURE SUITABLE SPACE AND
GS7 THE CLIENT AND CONTRACTOR MUST INFORM THE DESIGNER OF ANY CHANGE TO BY TWO OR MORE WORKERS OR BY MECHANICAL LIFTING DEVICES, WHERE THIS IS NOT VENTILATION IS AVAILABLE TO UNDERTAKE USE OF THE EQUIPMENT SAFELY.
CONTRACTUAL ARRANGEMENTS WHICH MAY IMPACT ON THE DESIGN AND SAFETY OF THE PRACTICABLE, SUPPLIERS OR FABRICATORS SHOULD LIMIT THE COMPONENT MASS AS
DESIGN. THE CONSTRUCTION MUST BE UNDERTAKEN IN ACCORDANCE WITH DESIGN REQUIRED. SH5 EXCAVATION
DRAWINGS AND PROJECT DOCUMENTATION. IF CONSTRUCTION CEASES AT ANY STAGE, CONSTRUCTION AND SOME MAINTENANCE ACTIVITIES MAY REQUIRE EXCAVATION AND
THE DESIGNER MUST BE NOTIFIED TO ADVISE ON THE SAFETY OF THE PARTIALLY MH2 PRODUCT STORAGE INSTALLATION OF ITEMS WITH EXCAVATIONS. WHERE PRACTICABLE, INSTALLATION
COMPLETED WORKS AT THAT TIME. ALL MATERIAL PACKAGING, BUILDING AND MAINTENANCE COMPONENTS SHOULD SHOULD BE CARRIED OUT USING METHODS THAT DO NOT REQUIRE WORKERS TO ENTER
CLEARLY SHOW THE TOTAL MASS OF PRODUCTS AND WHERE PRACTICAL BE STORED ON THE EXCAVATION. WHERE THIS IS NOT POSSIBLE, ADEQUATE SUPPORT / SHORING
SITE IN A WAY WHICH ALLOWS SAFE LIFTING PRACTICES. ADVICE SHOULD BE PROVIDED SYSTEM FOR THE EXCAVAED AREA SHOULD BE PROVIDED TO PREVENT COLLAPSE.
ON SAFE LIFTING METHODS IN AREAS WHERE LIFTING MAY BE REQUIRED. OTHER METHODS SUCH AS BENCING OR BATTERING IN ACCORDANCE WITH DIRECTION
TRAFFIC MANAGEMENT FROM THE PROJECT GEOTECHNICAL ENGINEER MAY BE ADOPTED. WARNING SIGNS AND
MH3 MECHANICAL LIFTING BARRIERS TO PREVENT ACCIDENTAL OR UNAUTHORISED ACCESS TO ALL EXCAVATIONS
TM1 MAJOR ROADS, NARROW OR STEEP SLOPING ROADS
MECHANICAL LIFTING OF MATERIALS AND COMPONENTS DURING CONSTRUCTION, MUST BE PROVIDED.
PARKING OF VEHICLES, LOADING AND OR UNLOADING VEHICLES ON THIS ROADWAY MAY
CAUSE TRAFFIC HAZARDS. DURING CONSTRUCTION, MAINTENTANCE OR DEMOLITION OF MAINTENANCE OR DEMOLITION PRESENTS A RISK OF FALLING OBJECTS. CONTRACTORS
SHOULD ENSURE ONLY APPROPRIATE LIFTING DEVICES ARE USED BY TRAINED SH6 SMALL ENCLOSED OR CONFINED SPACES
THIS BUILDING DESIGNATED PARKING FOR WORKERS AND LOADING AREAS SHOULD BE
PERSONNEL AND THAT LOADS ARE PROPERLY SECURED WITH THE WORK AREA SUITABLY FOR STRUCTURES WITH ENCLOSED SPACES WHERE MAINTENANCE OR OTHER ACCESS
PROVIDED. TRAINED TRAFFIC MANAGEMENT PERSONNEL SHOULD BE RESPONSIBLE FOR
RESTRICTED TO PREVENT ACCESS BELOW LIFTING OPERATIONS. MAY BE REQUIRED: ENCLOSED SPACES WITH THIS BUILDING MAY PRESENT A RISK TO
THE SUPERVISION AND CONTROL OF THESE AREAS.
PERSONS ENTERING FOR CONSTRUCTION, MAINTENANCE OR ANY OTHER PURPOSE. THE
AREA MUST BE SUITABLY SIGNED AND BARRIERS PROVIDED TO PREVENT UNAUTHORISED
TM2 WHERE ON SITE LOADING / UNLOADING IS RESTRICTED
ACCESS. THESE SHOULD BE MAINTAINED THROUGHOUT THE LIFE OF THE BUILDING.
CONSTUCTION, MAINTENANCE AND DEMOLITION WILL REQUIRE LOADING AND UNLOADING
ACCESS TO THESE AREAS SHOULD ONLY BE BY SUITABLY TRAINED PERSONNEL WITH AIR
OF MATERIALS ON THE ROADWAY (SUBJECT TO APPROVAL BY LOCAL AUTHORITIES).
TESTING AND BREATHING APPARATUS USED WHERE REQUIRED. MANUAL LIFTING AND
DELIVERIES MUST BE WELL PLANNED TO AVOID CONGESTION OF LOADING AREAS WITH
OTHER MANUAL ACTIVITIES SHOULD BE RESTRICTED IN THESE PLACES WHERE
TRAINED TRAFFIC PERSONNEL USED TO SUPERVICE, MANAGE AND CONTROL THE
POSSIBLE.
LOADING AND UNLOADING AREAS.
SH7 PUBLIC ACCESS
TM3 ALL SITES
PUBLIC ACCESS TO CONSTRUCTION, MAINTENANCE AND DEMOLITION AREAS PRESENTS
ALL SITES DURING CONSTRUCTION, MAINTENANCE AND DEMOLITION WILL PRESENT A
RISKS TO WORKERS AND THE PUBLIC. SUITABLE SECURE BARRIERS AND WARNING SIGNS
RISK OF COLLISION WHERE DELIVERIES AND OTHER TRAFFIC ARE MOVING. A TRAFFIC
TO PREVENT UNAUTHORISED ACCESS SHOULD BE PROVIDED. WHERE ELECTRICAL
MANAGEMENT PLAN DEVELOPED, SUPERVISED AND CONTROLLED BY TRAINED TRAFFIC
INSTALLATIONS, EXCAVATIONS, PLANT, LOOSE MATERIALS ETC ARE PRESENT THEY
MANAGEMENT PERSONNEL SHOULD BE ADOPTED FOR THE WORKS WHERE APPLICABLE.
SHOULD BE SECURED WHEN NOT FULLY SUPERVISED.
SH8 TRAINED AND QUALIFIED WORKERS
THE CONTRACTOR IS TO ENSURE THAT THE WORKERS ARE SUITABLY QUALIFIED,
TRAINED AND INSURED FOR THE TASKS BEING PERFORMED ON SITE.
SH9 FALLING OBJECTS
RUPTURE OF SERVICES DURING EXCAVATIONS AND OTHER ACTIVITY CREATES A VARIETY
OF RISKS INCLUDING THE RELEASE OF HAZARDOUS MATERIAL. EXISTING SERVICES MAY
BE LOCATED ON OR AROUND THE SITE. WHERE COUNCIL SERVICES ARE KNOWN AT THE
TIME OF DESIGN THESE ARE SHOWN ON THE PLAN. THE EXACT LOCATION MUST BE
CONFIRMED ON SITE AS THEIR LOCATION MAY VARY. SERVICES SHOULD BE LOCATED
USING AN APPROPRIATE SERVICE (SUCH AS DIAL BEFORE YOU DIG), APPROPRIATE
EXCAVATION PRACTICE SHOULD BE USED AND WHERE NECESSARY, SPECIALIST
CONTRACTORS SHOULD BE USED.
LOCATIONS WITH UNDERGROUND POWER: UNDERGROUND POWER MAY BE LOCATED IN
OR AROUND THIS SITE. ALL UNDERGROUND POWER LINES MUST BE DISCONNECTED OR
CAREFULLY LOCATED AND ADEQUATE WARNING SIGNS USED PRIOR TO ANY
CONSTRUCTION, MAINTENANCE OR DEMOLITION COMMENCING.
LOCATIONS WITH OVERHEAD POWER LINES: OVERHEAD POWER LINES MAY BE NEAR OF
ON THIS SITE. THESE POSE A RISK OF ELECTROCUTION IF STRUCK OR APPROACHED BY
LIFTING DEVICES, OTHER PLANT AND PERSONS WORKING ABOVE GROUND LEVEL. WHERE
THERE IS A DANGER OF THIS OCCURING, POWER LINES SHOULD WHERE PRACTICAL BE
DISCONNECTED AND OR RELOCATED. WHERE THIS IS NOT PRACTICAL, ADEQUATE
WARNINGS WITH PROTECTIVE BARRIERS, BRIGHT COLOURED TAPE AND SIGNAGE ETC
MAY BE SUITABLE.
SH10 OTHER HAZARDS
THE CLIENT AND CONTRACTOR MUST MAKE THE DESIGNER AWARE OF ANY OTHER
INFORMATION RELATING TO HAZARDS AND RISKS WHERE CONSTRUCTION WORKS ARE
CARRIED OUT. THIS INCLUDES BUT NOT LIMITED TO THE LOCATION OF UNDERGROUND
AND ABOVE GROUND SERVICES, IDENTIFICIATION OF CONTAMINATED SOILS AND OTHER
MATERIALS OR THE PRESENCE OF DANGEROUS MATERIALS INCLUDING ASBESTOS. THE
CONTRACTOR MUST PROTECT NEIGHBOURING PROPERTIES AND SERVICES FROM NOISE,
DUST, RADIATION, GROUND VIBRATIONS AND OTHER CONSTRUCTION HAZARDS IN
ACCORDANCE WITH RELEVANT GUIDELINES, CODES OF PRACTICE AND RELEVANT LOCAL
AUTHORITY REQUIREMENTS. CONDITION REPORTS ON NEIGHBOURING PROPERTIES AND
STRUCTURES ARE RECOMMENDED PRIOR TO CONSTRUCTION WHERE APPLICABLE.
SH11 SITE IDENTIFICATION
ALL NEW WORKS MUST BE CONTAINED WITHIN THE ALLOCATED BOUNDARIES. A
LICENCED SURVEYOR SHOULD BE USED TO CONFIRM BOUNDARY LOCATIONS AND
SETOUT AND ANY OTHER FEATURES FOR THE SITE. THE CONTRACTOR IS REQUIRED TO
VERIFY AND IF NECESSARY CONDUCT FURTHER SEARCHES TO LOCATE EASEMENTS,
SERVICES, BOUNDARIES, TRES, EXISTING STRUCTURES AND ANY OTHER OBSTRUCTIONS
PRIOR TO CONSTRUCTION. THE DESIGNER IS TO BE IMMEDIATELY NOTIFIED OF ANY
ELEMENTS NOT SHOWN ON THE APPORVED PLANS AND THE DESIGN AND SAFETY
REPORT MAY REQUIRE AMENDING
SH12 SITE MAINTENANCE
IT IS THE CONTRACTORS RESPONSIBILITY TO ENSURE THAT THE SITE IS MAINTAINED IN A
SAFE WORKING MANNER AND THAT ALL SITE PRACTICIES ARE IN ACCORDANCE WITH THE
CURRENT WORK HEALTH AND SAFETY ACT AND REGULATIONS.
INFORMATION
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
NOTES SHEET - SHEET 2
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL 1:1 (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S002 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 4
INFORMATION
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
SAFETY IN DESIGN ASSESSMENT
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S003 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 5
S
S
K6 VILLA
S
K5 VILLA
S
N2 VILLA
REFER S100 SERIES DRAWINGS
S
FOR K1, K2 & K3 VILLA DETAILS
NATASHA AVENUE
S
K2 VILLA
N1 VILLA K4 VILLA
S
K3 VILLA
K1 VILLA
S
EET
REFER S300 SERIES DRAWINGS REFER S200 SERIES DRAWINGS
STR
FOR N1 & N2 VILLA DETAILS FOR K4, K5 & K6 VILLA DETAILS
A
RIN
HA
SITE PLAN
KAT
SCALE 1 : 100
1m 0 1000 2000 3000 4000
INFORMATION
1 :100
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
SITE PLAN
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL 1 : 100 (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S005 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 6
SCHEDULE OF CONCRETE ELEMENTS SCHEDULE OF FRAMING ELEMENTS
SCREW PIERS STEEL COLUMNS
MARK REMARKS MARK SIZE DESCRIPTION COMMENTS
SP1 200 kN SWL SC1 89x89x5.0 SHS STEEL COLUMN
SP2 SC2 89x89x3.5 SHS STEEL COLUMN
• SCREW PIERS TO BE DESIGNED AND CERTIFIED BY OTHERS.
PILE CAPS STEEL FRAMING
MARK LENGTH WIDTH DEPTH MARK SIZE DESCRIPTION COMMENTS
PC1 4700 2600 450 PP1 300x45 LVL 13 POLE PLATE FIXED TO WALL WITH M16 CHEMICAL ANCHORS AT 900 MAX CRS
PC2 1800 1100 450 PP2 140x45 MGP12 POLE PLATE FIXED TO WALL WITH M16 CHEMICAL ANCHORS AT 900 MAX CRS
PC3 1100 1100 450 PP3 200x45 LVL 13 POLE PLATE FIXED TO WALL WITH M16 CHEMICAL ANCHORS AT 900 MAX CRS
PC4 1100 600 450 PP4 120x45 MGP12 POLE PLATE FIXED TO SLAB WITH M12 CHEMICAL ANCHORS AT 900 MAX CRS
PC5 3200 2200 450 R1 300x45 LVL 13 RAFTER AT 900 MAX CRS
R2 140x45 MGP12 RAFTER AT 900 MAX CRS
R3 200x45 LVL 13 RAFTER AT 900 MAX CRS
PAD FOOTINGS R4 90x45 MGP12 RAFTER AT 900 MAX CRS
MARK LENGTH WIDTH DEPTH R5 190x45 MGP12 RAFTER AT 900 MAX CRS
PF1 1600 1600 450 RB1 250 PFC ROOF BEAM
PF2 1400 1400 450 RB2 180 PFC ROOF BEAM
PF3 1800 700 450 VB1 89x89x5.0 SHS VERTICAL BRACING
WH2 200 PFC WALL HEAD
GROUND BEAMS WS1 89x89x5.0 SHS WINDOW SILL
MARK WIDTH DEPTH COMMENTS
GB1 800 450
GB2 500 450
GB3 1100 400
GB4 700 400
GB5 500 400
GB6 300 400
CONCRETE BEAMS
MARK SIZE COMMENTS
CB1 550dx400w
CB2 500dx400w
STRIP FOOTINGS
MARK WIDTH DEPTH
SF1 450 450
SF2 800 300
EDGE THICKENINGS
MARK DESCRIPTION REMARKS
ET1 200d x 250w
CONCRETE COLUMNS
MARK SIZE DESCRIPTION COMMENTS
CC1 300x300 CONCRETE COLUMN
CC2 300Ø CONCRETE COLUMN
WALL SCHEDULE
MARK VERT REINF. HORIZ REINF. DESCRIPTION REMARKS
BC1 REFER DETAIL 300 SERIES BLOCKWORK COLUMN
BU1 N12-400 N12-400 200 SERIES BLOCKWORK UPSTAND
BW1 N20-200 N16-400 300 SERIES BLOCKWORK
BW2 N16-200 N16-200 200 SERIES BLOCKWORK
BW3 N16-200 N12-200 200 SERIES BLOCKWORK
BW4 N12-400 N12-400 200 SERIES BLOCKWORK
BW5 N12-400 N12-400 150 SERIES BLOCKWORK
CW1 S12-200 EF S12-200 EF 200 THICK CONCRETE POOL WALLS
INFORMATION
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
MASTER MEMBER SCHEDULES
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S010 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 7
750
LAP LENGTH
400 TYP
'U' BARS TO
MATCH BEAM 'L' BARS TO MATCH BEAM
REINF TOP & BTM REINF TOP & BTM.
LAP LENGTH
400 MAX
VARIES
USE N12 WHERE USE N12 WHERE BEAM REINF
IS TRENCH MESH 'U' BARS TO MATCH
BEAM REINF IS
BEAM REINF TOP & BTM.
TRENCH MESH LAP LENGTH USE N12 WHERE BEAM
1200 MAX STEP
TYP REINF IS TRENCH MESH
FTG / BEAM
200 MAX.
VARIES
DEPTH
SAME BAR DIAMETER SAME BAR DIAMETER
& ARRANGEMENT AS & ARRANGEMENT AS
MAIN REINFORCEMENT
2 TIES
MAIN REINFORCEMENT
300 COG
TYP
LAP LENGTH
1.5 x DEPTH 300
300 COG
400
TYP
TYP
STEP DETAIL - 400 MAX - ELEVATION REFER DETAILS FOR SIZE
1 'L' BARS TO MATCH BEAM
& ARRANGEMENT OF
FTG / BEAM
6 REINF TOP & BTM.
REINFORCEMENT TYP
DEPTH
(MAX. SLOPE) USE N12 WHERE BEAM REINF
IS TRENCH MESH
CORNER DETAIL - PLAN INTERSECTION DETAIL UNO - PLAN
1.5 x DEPTH OF
SLOPED FOOTING DETAIL - ELEVATION
FTG OR BEAM
STEP DETAIL - 1200 MAX - ELEVATION TYPICAL STRIP FOOTING OR GROUND BEAM CORNER JUNCTION DETAILS
SCALE 1:20
TYPICAL STRIP FOOTING AND GROUND BEAM STEP DETAILS U.N.O.
SCALE 1:20 WALL OR COLUMN U.N.O.
WALL OR COLUMN U.N.O.
REFER DRG SXXX FOR
HEAD PIN AND EMBEDMENT DESIGNED
N12 'Z' BARS N12 'Z' BARS BLOCK WALL DETAILS WALL OR COLUMN
AND CERTIFIED BY PILING CONTRACTOR
AT 500 CRS AT 500 CRS N12 'Z' BARS G.L.
TYPICAL. TYPICAL. AT 200 CRS
TYPICAL
REINFORCEMENT 'B' REINFORCEMENT 'B'
VARIES
PAD OR STRIP
FOOTING
SEWER OR
REINFORCEMENT 'B' STORM WATER
VARIES
REFER SCHEDULE REFER SCHEDULE
DEPTH
DEPTH
DEPTH
PIPE
REFER SCHEDULE
REINFORCEMENT 'A' PIPE INVERT
15 MPa MASS CONCRETE
REINFORCEMENT 'A' REINFORCEMENT 'A'
BLINDING LAYER
30.00
MIN
300
15 MPa BLINDING AS REQUIRED TO 15 MPa BLINDING AS REQUIRED TO
LINE OF INFLUENCE BELOW PIPE INVERT
ACHIEVE 150 SOCKET INTO NATURAL ACHIEVE 150 SOCKET INTO NATURAL
°*
MATERIAL WITH MINIMUM ALLOWABLE WIDTH MATERIAL WITH MINIMUM ALLOWABLE WIDTH * TRENCH EXCAVATIONS SHALL NOT EXTEND BELOW A LINE
BEARING CAPACITY AS SHOWN IN WIDTH BEARING CAPACITY AS SHOWN IN DRAWN 30 DEGREES TO THE HORIZONTAL FOR SAND, OR 45
FOUNDATION NOTES ON DRG. S001 FOUNDATION NOTES ON DRG. S001 DEGREES TO THE HORIZONTAL FOR SILT OR CLAY
GROUND BEAM WITHOUT SCREW PIERS PILES TO BE DESIGNED BY
STEEL SCREW
PILE. REFER PLAN FOR
CONTRACTOR WITH REFERENCE
TO THE GEOTECHNICAL REPORT STRIP FOOTING SCHEDULE
DETAIL - FOOTING ADJACENT TO SEWER
DETAILS TO ACHIVE THE GIVEN PILE LOAD
DIMENSIONS REINFORCEMENT
SCALE 1:20
OR STORMWATER PIPE
MARK WIDTH DEPTH 'A' 'B' LIGS
SF1 450 450 3N12 3N12 N12-300
GROUND BEAM WITH SCREW PIERS SF2 800 300 SL92 SL92
GROUND BEAMS
DIMENSIONS REINFORCEMENT
MARK WIDTH DEPTH A B LIGS COMMENTS TYPICAL STRIP FOOTING DETAIL
GB1 800 450 6N16 6N16 N12-300 CLOSED TIES SCALE 1:20
GB2 500 450 5N16 5N16 N12-300 CLOSED TIES
GB3 1100 400 6N12 6N12 R10-300 CLOSED TIES
GB4 700 400 2/L11TM300
GB5 500 400 L11TM400
GB6 300 400 L11TM200
DOWEL WALL TO COLUMN. WALL AND COLUMN REINFORCEMENT
TYPICAL GROUND BEAM DETAIL REFER TYPICAL DETAIL. NOT
SHOWN FOR CLARITY
OMITTED FOR CLARITY
SCALE 1:20
ENSURE STARTER BARS FOR
WALL REINFORCEMENT ARE
CAST IN PAD FOOTING AS
REQUIRED TYP
LAP LENGTH
TYP
STRIP FOOTING/GROUND BEAM TOP
LAP BTM REINFORCEMENT
REINFORCEMENT TO BE CONTINUOUS
THROUGH PAD FOOTING
THROUGH PAD FOOTING. LAP MIDSPAN
STRIP FOOTING/ PAD FOOTING/PILE CAP STRIP FOOTING/
GROUND BEAM GROUND BEAM
TYPICAL STRIP FOOTING/GROUND BEAM TO PAD FOOTING/PILE CAP DETAIL
SCALE 1:20
RETAINING WALL FOOTING TO PAD FOOTING DETAIL SIMILAR
200mm 0 200 400 600 800
INFORMATION
1 :20
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
TYPICAL SLAB AND FOOTING DETAILS - SHEET 1
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL 1 : 20 (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S020 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 8
PIER PIER PIER
NOTE: ℄ ℄ ℄
PROVIDE STARTER BARS
PIER PIER PIER FOR BLOCK WALLS
℄ ℄ ℄
NOTE:
300
PROVIDE STARTER BARS
FOR BLOCK WALLS
PIER
255
℄
900
PIER
℄
PILE UNDER TYP
PILE UNDER TYP
PIER
1300
℄
REINF "C" TOP
REINF "C" TOP
REINF "B" BTM
REINF "B" BTM
2090
2600
1400
3200
PIER
℄
REINF "A" BTM
REINF "D" TOP
REINF "A" BTM
REINF "D" TOP
1300
PIER
℄
PIER
℄
255
900
PIER
℄
260 2090 2090 260
300
4700
255 845 845 255
SCHEMATIC PILE CAP PLAN - PC1 2200
SCALE 1 : 20
SCHEMATIC PILE CAP PLAN - PC5
SCALE 1 : 20
NOTE: PILE CAP
STARTER BARS AND HOLD PIER ℄ PIER
INSTALL STARTER BARS FOR WALL OVER OR DOWN BOLTS OMITTED
℄ ℄
H.D. BOLTS FOR STEEL COLUMN OVER AS FOR CLARITY 250 250
REQUIRED. NOT SHOWN FOR CLARITY
PILE UNDER TYP
REFER
SCHEMATIC PILE HEAD PIN AND EMBEDMENT DESIGNED NOTE: PILE CAP
250
CAP PLAN AND CERTIFIED BY PILING CONTRACTOR STARTER BARS AND HOLD
DOWN BOLTS OMITTED
PIER
REINFORCEMENT 'D'
℄
FOR CLARITY
GRATING AND RECESS TO LIFT TOP OF FTG DOWEL
REINF "A" BTM
REINF "D" TOP
MANUFACTURER'S DETAIL RL VARIES
PILE CAP
LENGTH
PILE CAP DETAILS FOR REINFORCEMENT
REINF "A" BTM
REINF "D" TOP
300
LENGTH
℄
LOCALLY DISPLACE REINFORCEMENT PILE UNDER
REINFORCEMENT 'C'
DEPTH
300 TYP.
PIER
REFER
DOWEL
PLAN
℄
250
REINFORCEMENT 'B'
150 MIN.
N16-150 REINF "B" BTM REINF "B" BTM
REINFORCEMENT 'A'
REINF "C" TOP REINF "C" TOP
WIDTH (xLENGTH)
WIDTH WIDTH
TYPICAL LIFT SUMP DETAIL STEEL SCREW
PILES TO BE DESIGNED BY
CONTRACTOR WITH REFERENCE
SCALE 1:20 PILE. REFER PLAN FOR TO THE GEOTECHNICAL REPORT
DETAILS TO ACHIVE THE GIVEN PILE LOAD SCHEMATIC PILE CAP PLAN - PC4 SCHEMATIC PILE CAP PLAN - PC2 & PC3
SCALE: NTS SCALE: NTS
PILE CAP SCHEDULE
DIMENSIONS REINFORCEMENT
MARK LENGTH WIDTH DEPTH 'A' 'B' 'C' 'D'
PC1 4700 2600 450 N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS
PC2 1800 1100 450 N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS
PC3 1100 1100 450 N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS
PC4 1100 600 450 N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS
PC5 3200 2200 450 N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS N16-250 U-BARS
TYPICAL PILE CAP DETAIL
SCALE 1:20
200mm 0 200 400 600 800
1 :20
Client Status Title
MARK BAIN TYPICAL SLAB AND FOOTING DETAILS - SHEET 2
Drawn By Designed By Approved By
Author Designer Approver
Project No. Discipline Scale
[email protected] 20220173 1 : 20 (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S021 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 9
NOTE:
STARTER BARS AND HOLD
DOWN BOLTS OMITTED
PAD FOOTING REFER PLAN FOR
SLAB REINFORCEMENT
PLUMBING NOTES
FOR CLARITY STACKS PIPE PIPE PLACEMENT
BLOCK WALL
REFER HYDRAULICS
REFER DRG S050 FOR
PLUMBING & DRAINAGE NOTES
DETAILS ZONE COMMENT
A ALLOWED - REFER TO 1. PLUMBING & DRAINAGE UNDER A SLAB SHALL BE AVOIDED WHERE PRACTICAL. PIPES MAY
THICKENING DETAIL 1. BE ENCASED IN CONCRETE OR IN RECESSES IN THE SLAB WHEN PROVIDED WITH
FLEXIBLE JOINTS AT THE EXTERIOR OF THE SLAB
EQ. EQ. EQ.
ZONE A B ALLOWED
FOOTING
2. PENETRATION OF THE EXTERNAL FOOTINGS BY PLUMBING SHALL BE AVOIDED IF
DEPTH
2 LAYERS OF ISOLATION JOINT ZONE B POSSIBLE, BUT WHERE NECESSARY THE PIPES SHALL BE SLEEVED.
C ALLOWED - REFER TO
REINF "D" TOP
REINF "A" BTM
ABLEFLEX 3. JOINTS IN PLUMBING & DRAINAGE PIPES WITHIN 3m OF THE BUILDING SHALL
THICKENING DETAIL 2.
LENGTH
ZONE C BE ARTICULATED & FLEXIBLE CONNECTIONS USED.
4. CLOSED-CELL POLYURETHANE LAGGING, WITH A MINIMUM THICKNESS OF 40mm, SHALL
BE USED AROUND ALL PLUMBING & DRAINAGE PENETRATIONS THROUGH THE EXTERNAL
450 AT STACKS
BLOCKOUT IN PENETRATION OF THE FOOTINGS.
PENETRATION OF THE EDGE BEAM BY PLUMBING
FOOTING TO BE EDGE BEAM BY PLUMBING 5. PLUMBING TRENCHES SHALL BE SLOPED AWAY FROM THE BUILDING & SHALL BE
APPROX 2 x PIPE DIA. SHALL BE SLEEVED BACKFILLED WITH CLAY IN THE TOP 300mm WITHIN 1.5m OF THE BUILDING. THE CLAY
SHALL BE SLEEVED REFER NOTES USED SHALL BE COMPACTED. WHERE PIPES PASS UNDER THE FOOTING, THE TRENCH
SHALL BE BACKFILLED WITH CLAY OR CONCRETE TO RESTRICT THE INGRESS OF WATER
200 'D' EDGE
'D' EDGE
MAX BEAM
BEAM
UNDER THE FOOTING.
6. WHERE PIERS ARE USED TO SUPPORT A SLAB ON FILL, PLUMBING & DRAINAGE PIPES
FOUNDED WITHIN SUCH FILL, SHALL BE HUNG FROM THE SLAB MESH WITH
REINF "B" BTM 1
'Z' BARS TO MATCH NON-CORROSIVE STRAPS.
1 7. WATER RUNOFF SHALL BE DRAINED AWAY FROM BUILDING DURING CONSTRUCTION.
BEAM REINF.
REINF "C" TOP CONCRETE PAD FOOTING BTM. REINFORCEMENT 8. ALL PLUMBING & DRAINAGE MUST COMPLY WITH THE LOCAL AUTHORITY & THE NATIONAL
75
REFER ADJACENT SCHEDULE 3 x D MIN 1000 MIN 50 COVER PLUMBING & DRAINAGE CODE AS3500-2003.
WIDTH FOR DETAILS
PLUMBING & DRAINAGE TRENCHES
PIPE PENETRATION - ZONE A PIPE PENETRATION - ZONE C 1. PLUMBING & DRAINAGE TRENCHES SHALL BE LOCATED OUTSIDE THE INFLUENCE OF THE
SCHEMATIC PAD FOOTING PLAN TYPICAL PAD FOOTING AT PIPE LOCATIONS DETAIL BEAM THICKENING 1 BEAM THICKENING 2 FOOTINGS. THAT IS, TRENCH EXCAVATIONS SHALL NOT EXTEND BELOW A LINE DRAWN 30
SCALE 1:20 SCALE 1:20 DEGREES TO THE HORIZONTAL FOR SAND, OR 45 DEGREES TO THE HORIZONTAL FOR SILT
OR CLAY, FROM THE BOTTOM EDGE OF THE EDGE BEAMS OR FOOTINGS IN ACCORDANCE
WITH CLAUSE 6.3 OF AS2870-2011.
2. TRENCH BACKFILL SHALL BE COMPACTED IN ACCORDANCE WITH CLAUSE 5.5 OF
AS/NZS3500.3.2003 OR CLAUSE 7.2.13 OF AS/NZS3500.3.2003. SAND BEDDING & SURROUND
SHALL BE BLOCKED WITH A CLAY PLUG WHEREVER TRENCHES PASS UNDER THE EDGE
OF ANY SLAB.
BLOCK WALL
REFER DRG S050 FOR
DETAILS FILL TO UNDERSIDE OF FOOTING
WITH MASS CONCRETE. PIPE TO
ISOLATION JOINT
200 MIN
BE SLEEVED. REFER NOTES.
MIN
200
REINFORCEMENT 'D'
DIMENSIONS OF ADDITIONAL CONCRETE ARE
630 MIN MINIMUM. CONCRETE THICKENINGS AND
FOOTINGS ARE TO BEAR ON TARGET NATURAL
GROUND OR ENGINEERED FILL. FOOTINGS ARE
REINFORCEMENT 'C' NOT BE CAST ON BEDDING SAND FROM
DEPTH
SERVICES TRENCHES.
REINFORCEMENT 'B'
REINFORCEMENT 'A' EDGE/INTERNAL BEAM OVER SERVICE CONNECTION
SCALE 1:20
15 MPa BLINDING AS REQUIRED TO WIDTH (x LENGTH)
ACHIEVE 150 SOCKET INTO NATURAL
MATERIAL WITH MINIMUM ALLOWABLE
BEARING CAPACITY AS SHOWN IN
FOUNDATION NOTES ON DRG. S001
PAD FOOTING SCHEDULE
DIMENSIONS REINFORCEMENT
MARK LENGTH WIDTH DEPTH 'A' 'B' 'C' 'D' GRATED DRAIN AS PER HYD.
ENGINEERS DETAILS
PF1 1600 1600 450 N16-300 U-BARS N16-300 U-BARS N16-300 U-BARS N16-300 U-BARS
PF2 1400 1400 450 N16-300 U-BARS N16-300 U-BARS N16-300 U-BARS N16-300 U-BARS 1 N12 TRIMMER
PF3 1800 700 450 N16-300 U-BARS N16-300 U-BARS N16-300 U-BARS N16-300 U-BARS 1 N12 TRIMMER SLAB MESH
400 1N12 CONTINUOUS TRIMMER
1 N12 REFER PLAN.
LAP AS REQUIRED
CONTINUOUS
TYPICAL PAD FOOTING DETAIL 50 MAX. STEP TRIMMER FALL FALL
SCALE 1:20
200
MIN.
150
250
LAP MESH 300 MIN.
200 N12 AT 400 'U' BARS
DASHED LINE DENOTES TYP. LAP 450 WITH MESH
VISQUEEN MEMBRANE 75 BOTTOM COVER
3 N12
TYPICAL SLAB SETDOWN 50mm HIGH MAX. TYPICAL EDGE THICKENING TYPICAL GRATED DRAIN DETAIL
SCALE 1:20
SCALE 1:20
DETAIL - ET1
SCALE 1:20
200mm 0 200 400 600 800
1 :20
Client Status Title
MARK BAIN TYPICAL SLAB AND FOOTING DETAILS - SHEET 3
Drawn By Designed By Approved By
Author Designer Approver
Project No. Discipline Scale
[email protected] 20220173 1 : 20 (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S022 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 10
PARCHEM FOSROC
"ROADSEAL" OR
APPROVED EQUIV
40mm.
BOND BREAKING TAPE
PARCHEM FOSROC
"EXPANDAFOAM ROD" 6mm.
OR SIMILAR FACE OF WALL / FOOTING R16 HDG DOWELS SAWCUT 400 LG 10mm COMPRESSIBLE FILLER BOARD R16 HDG DOWELS SAWCUT 400 LG
10mm COMPRESSIBLE AT 400 CRS GREASE ONE END WITH APPROVED SEALANT AT 400 CRS GREASE ONE END
FILLER BOARD WITH STOP BARS 600mm FROM STOP BARS 600mm FROM
40 DEEP x 6 WIDE CUT EVERY 2ND CROSS JOINT INTERSECTIONS STOP REINFORCEMENT JOINT INTERSECTIONS STOP REINFORCEMENT
APPROVED SEALANT
SAWCUT REFER DETAIL BAR 25 CLEAR OF JOINT 25 CLEAR OF JOINT 25 CLEAR OF JOINT
18HRS AFTER POUR
150 MIN.
75
75
150
150
NOTE: DEPRESS MESH LOCALLY INDUCED CRACK
TO MAINTAIN COVER 200 200 200 2 N16 CONTINUOUS SUPPORT BARS 200 200 200 2 N16 CONTINUOUS SUPPORT BARS
TYPICAL ISOLATION JOINT (IJ) ON CHAIRS AND DISCS
BARS NOT CONTINUOUS THROUGH
ON CHAIRS AND DISCS
BARS NOT CONTINUOUS THROUGH
SCALE 1:10 JOINT INTERSECTIONS JOINT INTERSECTIONS
TYPICAL SAWN JOINT (SJ1) TYPICAL DOWELLED EXPANSION JOINT DETAIL (DEJ1) TYPICAL DOWELLED JOINT DETAIL (DJ1)
SCALE 1:10 SCALE 1:10 SCALE 1:10
NOTE: JOINT TO BE AIR BLASTED PRIOR TO APPLICATION OF SEALANT.
REFER TO MANUFACTURERS SPECIFICATION FOR EARLIEST
CUTTING TIME.
JOINT
JOINT
JOINT
ISOLATION JOINT. ISOLATION JOINT. ISOLATION JOINT
ALL AROUND ALL AROUND ALL AROUND
COLUMN/WALL. REFER COLUMN/WALL. REFER COLUMN/WALL. REFER
TYPICAL DETAIL. TYPICAL DETAIL. TYPICAL DETAIL.
400 400
JOINT TYP. TYP.
JOINT JOINT
ISOLATION JOINT
ALL AROUND
COLUMN/WALL. REFER
TYPICAL DETAIL.
2 N12 x 1200 LONG
JOINT
TRIMMER BARS
AT 100 CRS. TOP &
BTM. TYP.
SQUARE / RECTANGULAR COLUMN PENETRATION SQUARE / RECTANGULAR COLUMN/WALL PENETRATION SQUARE / RECTANGULAR COLUMN/WALL PENETRATION SQUARE / RECTANGULAR COLUMN/WALL PENETRATION SQUARE / RECTANGULAR COLUMN/WALL PENETRATION
TYPE 1 TYPE 2 TYPE 3 TYPE 4
JOINT
SLAB EDGE
60.
00°
JOINT
JOINT/SLAB EDGE
GE
ED
AB
N12 'V' SHAPED TRIMMER
/SL
BARS PLACED IN CORNERS
INT
LESS THAN 60 DEGREES
JO
ANGLED CORNER JOINT TERMINATION RE-ENTRANT SLAB
CORNER / SETDOWN
TYPICAL SLAB ON GROUND TRIMMER BAR PLACEMENT SCHEMATIC
NTS.
TO BE PLACED AT ALL COLUMNS, WALLS, PITS, FLOOR WASTES, ETC THAT CAUSE A PENETRATION
THROUGH THE SLAB OR A RE-ENTRANT CORNER. REFER NOTES.
100mm 0 100 200 300 400
1 :10
Client Status Title
MARK BAIN TYPICAL SLAB AND FOOTING DETAILS - SHEET 4
Drawn By Designed By Approved By
Author Designer Approver
Project No. Discipline Scale
[email protected] 20220173 As indicated (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S023 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
Section 11
N12-200 'U' BARS
COG BARS WHERE WALL LAP 450
TERMINATES AT SLAB
75
FLOOR NOTE: LAYING SEQUENCE OF WALL REINFORCEMENT
RL VARIES FOR WALL WITH 2 LAYERS OR STEEL MAY BE DETERMINED
MAIN REINFORCEMENT N12-200 'U' BARS N12-200 'L' BARS BY BUILDER TO SUIT FORMWORK ie. VERTICAL BARS MAY
AS PER TYPICAL WALL LAP 450 LAP 450 BE CLOSEST TO THE FIRST SHUTTER. SO THAT
TYPE DETAILS INSTALLATION OF HORIZONTAL BARS IS EASIEST
MAIN REINFORCEMENT MAIN REINFORCEMENT
AS PER TYPICAL WALL AS PER TYPICAL WALL
PLAN - WALL END DETAIL TYPE DETAILS. TYPE DETAILS.
VERTICAL BARS
EACH FACE
REFER SCHEDULE
PLAN - CORNER DETAIL PLAN - INTERSECTION DETAIL
HORIZONTAL BARS:
REFER SCHEDULE
WIDTH VARIES
REFER SCHEDULE
TYPICAL CONCRETE WALL JUNCTION DETAILS
LAP VETICAL BARS
REFER DRG S001
SCALE 1:20 U.N.O.
STARTER BARS TO
MATCH VERTICAL
REINFORCEMENT
WALL BASE
FLOOR RL VARIES
300
COG
TYPICAL WALL SECTION
SCALE 1:20
WALL SCHEDULE
MARK VERT REINF. HORIZ REINF. DESCRIPTION REMARKS
CW1 S12-200 EF S12-200 EF 200 THICK CONCRETE POOL WALLS
200mm 0 200 400 600 800
INFORMATION
1 :20
NOT FOR CONSTRUCTION
Client Status Title
MARK BAIN INFORMATION
TYPICAL CONCRETE WALL DETAILS
Drawn By Designed By Approved By
JAL JM JO
Project No. Discipline Scale
[email protected] 20220173 STRUCTURAL 1 : 20 (at A1)
Project Name
37 MARY ST NOOSAVILLE, QLD Drawing No. Revision
1 04.11.22 ISSUE FOR INFORMATION JAL JO NOOSA VILLAS
07 5211 1003 S030 1
Rev Date Description By Chk 10 NATASHA AVE & 24 KATHARINA ST, NOOSA HEADS QLD
FULL SIZE ON ORIGINAL 0 10 20 30 40 50 60 70 80 90 100 mm
The text continues on section 12.
Used in these records
Structural Plans 20220173 - 10 Natasha Structural Issue 190123.pdfRelated documentApplication case desk ↗
About this file
- File size
- 10.3 MB (very large file)
- File type
No other editions are linked here.
Original file
Log in to download the original file
The download may take a few minutes. On mobile data, it is best to wait for Wi-Fi.