Original source · versioned page text
19630-STRUCTURAL Drawings 15.06.21
Attached to the e-mail Operational Works Application OPW21/0189 - DA Form 1 Application Driveway crossovers & Stormwater Discharge connection 13-15 Hilton Esplanade Tewantin.
Original PDF page 1, section 1. The text section number identifies this passage in the reader.
PROPOSED NEW RESIDENCE
for P & R TAYLOR
13-15 HILTON ESPLANADE, TEWANTIN
DRG NO REVISION DRAWING TITLE
19630-S01 D COVER SHEET AND DRAWING INDEX
19630-S02 D GENERAL NOTES SHEET
19630-S03 D FOOTING PLAN AND DETAILS
19630-S04 D GROUND FLOOR PLAN AND DETAILS
19630-S05 D GROUND FLOOR DETAILS
SITE
19630-S06 D POOL DETAILS
19630-S07 D UPPER FLOOR/LOWER ROOF PLAN AND DETAILS
19630-S08 D UPPER FLOOR REINFORCEMENT PLANS
19630-S09 D UPPER FLOOR/LOWER ROOF DETAILS
19630-S10 D MAIN ROOF PLAN AND DETAILS
19630-S11 D ROOF DETAILS SHEET 1
19630-S12 D ROOF DETAILS SHEET 2
SERVICE LOCATIONS
SITE LOCATION PLAN It is the responsibility of the Foreman to
NOT TO SCALE BEFORE YOU DIG
contact the relevant service authorities
to ascertain the exact location of
services prior to construction.
Personal Protective
ENERGY SERVICE PROVIDERS Equipment
AGL HEAD
ERGON. EYES
ENERGY
energex EARS
origin BODY
NOTE: SERVICE LOCATIONS ARE APPROXIMATE ONLY FROM HANDS
PROVIDERS PLANS. LOCATIONS ARE TO BE CONFIRMED
Manual of Uniform Traffic Control Devices TELECOMMUNICATIONS PRIOR TO START OF CONSTRUCTION. PHONE DBYD
SERVICE LOCATIONS ON 1100 FOR DETAILS. FEET
SERVICE PROVIDERS
AUSTRALIA
' yes' Telstra visionstream
NOTE: ALL SIGNS & LINE MARKING TO BE IN
WARNING: OPTIC FIBRE OPTUS
EXTREME CARE TO BE TAKEN WHILE EXCAVATING IN THE NOTE: SERVICE LOCATIONS ARE APPROXIMATE ONLY FROM
ACCORDANCE WITH THE MANUAL OF PROVIDERS PLANS. LOCATIONS ARE TO BE CONFIRMED
VICINITY OF OPTIC FIBRE CABLES. LOCATIONS ARE TO
UNIFORM TRAFFIC CONTROL DEVICES. BE CONFIRMED PRIOR TO START OF CONSTRUCTION. PRIOR TO START OF CONSTRUCTION. PHONE DBYD
SERVICE LOCATIONS ON 1100 FOR DETAILS.
NOTE :
REFER TO ARCHITECTS DRAWINGS FOR
ALL SET OUT DIMENSIONS AND LEVELS.
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
This drawing is subject to A VENESS H GRAY
copyright in accordance with the P & R TAYLOR Designed Verified
PROPOSED NEW RESIDENCE COVER SHEET AS SHOWN A1
agreement between Tod
Consulting pty ltd (tc) and tc's
client. This drawing shall only be
S PRYSTUPA H GRAY 13-15 HILTON ESPLANADE TEWANTIN AND DRAWING INDEX Drawing Number
D 15.06.21 REVISED TO SUIT ARCH CHANGES AV
used for this specific project.
C 10.03.21 REVISED TO SUIT ARCH CHANGES AV
Approved
S PRYSTUPA
RPEQ No
1137
RDP 19630-S01
This drawing shall not be used
Noosa: 07 5449 9600 LOCAL AUTHORITY NOOSA
B 4.03.21 ISSUED FOR TENDER AV Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337
Signed Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566
A 11.02.21 PRELIMINARY ISSUE AV
'issued for construction' in the
revision description. Rev Date Revision Description Drawn
[email protected] www.todconsulting.com
ABN 39 128 805 336
15.06.21
ROL APPROVAL
OPW APPROVAL
VERT DATUM
RL MEASUREMENT BAR - INCREMENTS IN mm
1 of 12 D
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Full text of sections 2 to 5 (of 13)
Section 2
PANEL DRAINAGE AT ALL TIMES.
GENERAL NOTES REINFORCED CONCRETE TIMBER
1 THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE ARCHITECT'S DRAWINGS 1 ALL CONCRETE WORK IS TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION OF 1 ALL THE WORK IN STRUCTURAL TIMBER IS TO BE EXECUTED IN ACCORDANCE WITH THE
AND THE SPECIFICATION. ANY DISCREPANCY TO BE REFERRED TO THE ENGINEER IN CURRENT EDITION OF -
§ AS 3600 - SAA CONCRETE STRUCTURES
WRITING.
§ AS 1684 - NATIONAL TIMBER FRAMING CODE
§ AS 1379 - READY-MIXED CONCRETE
2 ALL DIMENSIONS ARE TO BE CHECKED ON SITE BEFORE WORK COMMENCES.
§ AS 1720 - SAA TIMBER STRUCTURES CODE
2 THE CONCRETE SHALL BE BATCHED USING: BLENDED CEMENT (25% FLYASH : 75% PORTLAND
3 DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE STRUCTURAL DRAWINGS.
CEMENT) § AS 1328 - GLUED LAMINATED STRUCTURAL TIMBER.
4 THE BUILDER IS RESPONSIBLE FOR TEMPORARY WORKS INCLUDING TEMPORARY PROPPING
3 THE CHARACTERISTIC COMPRESSIVE STRENGTH OF THE CONCRETE (f'c) MUST NOT BE LESS 2 THE TIMBER USED MUST BELONG TO STRESS GRADE F17 (UNLESS NOTED OTHERWISE), AND
ETC. CONTACT ENGINEER IF INSPECTION/INPUT REQUIRED.
THAN: 32MPa AT 28 DAYS U.N.O. BE IN-GROUND DURABILITY 1 OR 2, AS GIVEN IN THE CURRENT EDITION OF THE TIMBER
5 ENGINEER TO BE CONTACTED FOR INSPECTION OF FRAMING PRIOR TO SHEETING - 24 HOURS ENGINEERING CODE.
NOTICE MINIMUM. 4 THE TEST RESULTS ARE TO CONFORM WITH THE ACCEPTABILITY REQUIREMENTS OF THE
CURRENT EDITION OF AS 3600 (PROJECT ASSESSMENT REQUIRED). 3 ALL TIMBER SHALL BE TERMITE TREATED AS FOLLOWS:
6 THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH:
5 THE MAXIMUM SIZE OF AGGREGATE SHALL BE 20mm. § EXTERNAL IN GROUND CONTACT - H5 TREATED
- THE ARCHITECT'S DRAWINGS
6 THE CONCRETE SHALL SLUMP TEST AT 100mm UNLESS OTHERWISE NOTED § EXTERNAL NOT IN GROUND CONTACT - H3 TREATED
- THE CIVIL ENGINEERING DRAWINGS
7 ALL CONCRETE TO BE VIBRATED. § INTERNAL FRAMING - H2 TREATED
- THE GEOTECHNICAL / SOILS REPORT
8 NO HOLES OR CHASES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWING SHALL 4 ALL EXTERNAL NUTS, BOLTS, WASHERS, FRAMING ANCHORS AND SCREWS TO TIMBER
- THE HYDRAULIC AND SERVICE CONSULTANTS DRAWINGS BE MADE IN CONCRETE MEMBERS WITHOUT THE PRIOR APPROVAL OF THE ENGINEER. FRAMING SHALL BE TO BE STAINLESS STEEL. PROVIDE NYLON SEPARATION WASHERS TO
BETWEEN STAINLESS STEEL FIXINGS AND MILD/GALV STEEL.
7 THE BUILDING HAS BEEN DESIGNED TO CARRY THE FOLLOWING LIVE LOADS - 9 PLASTIC CHAIRS OR CONCRETE BLOCKS TO BE USED TO SUPPORT REINFORCEMENT AND
GIVE THE CORRECT CONCRETE COVER. 5 ALL INTERNAL NUTS AND BOLTS AND WASHERS SHALL BE GALVANISED.
§ ROOF 0.25 kPa
10 UNLESS OTHERWISE NOTED ON THE DRAWING THE CONCRETE COVER TO THE OUTSIDE 6 PRE-GREASE ALL BOLTS, NUTS & WASHERS, & FRAMING ANCHORS WITH LANOTEC GREASE
§ GENERAL AREAS 1.5kPa (SELF CONTAINED DWELLING)
FACE OF ANY REINFORCEMENT IS TO BE AS FOLLOWS: PRIOR TO INSTALLATION.
§ BALCONIES 2.0kPa (SELF CONTAINED DWELLING)
· EXTERNAL SLABS - 50mm TOP AND SIDES 7 THE CONTRACTOR IS FINALLY TO TIGHTEN ALL BOLTS BEFORE HANDING OVER THE JOB FOR
8 THE BUILDING HAS BEEN DESIGNED FOR THE FOLLOWING WIND LOADS PER AS4055: 12 AND 16mm BOLTS THE BOLT HOLES ARE TO BE 2mm OVER SIZE. FOR 20mm BOLTS THE
· INTERNAL SLABS - 40mm TOP AND 50mm SIDES BOLT HOLES ARE TO BE 3mm OVER SIZE.
§ REGION B; TERRAIN CATEGORY 2.5; TOPOGRAPHIC T1
· FOOTINGS - 75mm 8 TIMBER DECKING BOARDS ARE SHALL BE AS FOLLOWS (U.N.O):
§ DESIGN GUST WIND SPEED (ULTIMATE LIMIT STATE = ULS) OF 50m/s (N3-W41); 11 CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED BY THE ENGINEER.
(SERVICABILITY LIMIT STATE SLS = 32m/s) § BALCONIES/DECKS: 140 x 19 F17 HWD DECKING (“DECKWOOD” OR APPROVED EQUAL
12 THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE POURED SHALL BE RECOMMENDED)
§ WIND PRESSURE FOR WALLS = 2.7kPa ULS (1.1 kPa SLS). THOROUGHLY SCABBLED.
TIMBER QUALITY (REFER ARCHITECT ALSO)
13 ALL CONCRETE SURFACES ARE TO BE CURED BY AN APPROVED METHOD FOR SEVEN (7)
DIMENSIONS/LEVELS DAYS IMMEDIATELY CONCRETE IS HARD. TIMBER WILL BE GRADED AND AUDITED UNDER A QUALITY CONTROL PROGRAMME CONFORMING TO
ISO 9002. AT THE TIME OF GRADING, THE BOTTOM AND SIDES OF THE PLANK SHALL CONFORM TO AS
1. CONSTRUCTION TO BE SET OUT USING: DIMENSIONS FROM ARCHITECT'S DRAWINGS 14 FOR SLABS ON GROUND, ALL TOPSOIL AND UPPER STRATA CONTAINING ORGANIC MATTER IS
2082, STRUCTURAL GRADE NO,2 ALL EXPOSED SURFACES OF DECK TO CONFORM TO STRUCTURAL
2. DIMENSIONS SHALL NOT BE SCALED FROM DRAWINGS. TO BE REMOVED AND REPLACED BY AN APPROVED CONSOLIDATED FILLING MATERIAL
GRADE 1 AND THE FOLLOWING.
COMPACTED TO 95% M.M.D.D. IN ACCORDANCE WITH AS 3798 TABLE 5.1
TEMPORARY WORKS FREE FROM THE FOLLOWING ON THE SAWN (UPPER) FACE-
REINFORCEMENT · LOOSE & UNSOUND KNOTS
CONTRACTOR IS RESPONSIBLE FOR:
1. MAINTAINING THE WORKS IN A SAFE, STABLE CONDITION AT ALL TIMES. ENSURE WORK R1. BAR SCHEDULE - · SHAKES
ITEMS/PARTS ARE NOT OVER-STRESSED AT ANY TIME. - N - TYPE 500N HOT ROLLED HIGH YIELD BARS TO AS 4671.
· LOOSE GUM VEINS
2. OBTAINING RPEQ DESIGN AND INSTALLATION CERTIFICATION FOR TEMPORARY WORKS: STRUTS, - R - TYPE 250R HOT ROLLED PLAIN BARS TO AS 4671.
PROPPING, FORMWORK STRIPPING AND PROPPING PROCEDURES, TIE BACKS, EXCAVATION - S - TYPE 250S HOT ROLLED DEFORMED BARS TO AS 4671. · KNOT HOLES
SHORING, PROTECTION WORKS, DE-WATERING SYSTEMS, FORMWORK, EARLY LOADING OF - SL - SQUARE RIB MESH TO AS 4671.
STRUCTURES AND THE LIKE. - RL - RECTANGULAR RIB MESH TO AS 4671. · TERMITE GALLERIES
3. INSTALLING SUITABLE AND STRONG BARRIERS FOR THE PROTECTION AND SAFEGUARDING OF · WANT, WANE & BARK
TRAFFIC AND PEDESTRIANS. R2. REINFORCEMENT LAP SPLICE LENGTHS (U.N.O ON DRAWINGS)
- N12 BAR AND TRENCH MESH = 450mm · CHECKS WIDER THAN 1mm
- N16 BAR = 700mm
EXISTING SERVICES · END SPLITS WIDER THAN 1mm
- REINFORCING MESH TO BE LAPPED 225mm MIN.
1. THE CONTRACTOR IS TO BE RESPONSIBLE FOR LOCATING ALL EXISTING SERVICES BEFORE · INCLUDED BARK
COMMENCEMENT OF WORK ON SITE: LOCATE SERVICES ADJACENT TO STRUCTURE BY
CONCRETE BLOCK MASONRY:
POTHOLING BEFORE COMMENCING CONSTRUCTION. PROTECT SERVICES FROM DAMAGE. CB1. CONCRETE MASONRY SHALL BE IN ACCORDANCE WITH: AS3700 MASONRY STRUCTURES + AS · BORER HOLES LARGER THAN 3mm
4455 - CONCRETE BUILDING BLOCKS, WITH THE FOLLOWING MODIFICATIONS. IN ADDITION, PERMITTED DEFECTS SHALL NOT COVER MORE THAN 15% OF THE TOP FACE.
ENGINEERING INSPECTION SCHEDULE (HOLD POINTS) PERMISSIBLE DEFECTS ON THE UPPER FACE MAY INCLUDE 1 ONLY BORER HOLE UP TO 6mm
CB2. MATERIALS SHALL BE AS FOLLOWS:
ES1. ARRANGE FOR FORM 16 CERTIFICATION OF WORKS DURING CONSTRUCTION BY AN § BLOCK THICKNESS: REFER DRAWINGS. DIAMETER PER PLANK.
EXPERIENCED RPEQ ENGINEER.
§ BLOCK TYPE: SHALL BE “H” (SINGLE WEB) BLOCKS - 20.48 FOR LONG LIFE. BLOCK STRENGTH: FRAMING & BRACING NOTES
ES2. GIVE AT LEAST 48 HOURS NOTICE OF NECESSARY ENGINEERING SITE INSPECTIONS. THE
STRENGTH CLASSIFICATION 12.
FOLLOWING INSPECTIONS / HOLD-POINTS ARE RECOMMENDED AS A MINIMUM: 1 ALL METAL ROOF SHEETING SHALL BE FIXED IN ACCORDANCE WITH THE MANUFACTURER'S
- FOUNDATION MATERIAL BEFORE PLACING BLINDING CONCRETE/DAMP PROOF § LAYING PATTERN: SHALL BE STRETCHER BOND PATTERN, UNO.
WRITTEN SPECIFICATION FOR THE WIND LOAD STATED IN GENERAL NOTES.
MEMBRANES/FIXING REINFORCEMENT (HOLD POINT)
§ CLEANOUT BLOCKS SHALL BE USED AS THE BASE OF WALLS 2 U.N.O PROVIDE: 75 x 35 F17 KD HWD. ROOF BATTENS AT 900 MAX CRS. FIX TO EACH RAFTER WITH
- PROVISION OF PILE CERTIFICATION FROM CONTRACTOR (HOLD POINT) § BLOCKFILL: N32/10, SLUMP 150mm TO 200mm 1 - 90mm No. 14 TYPE 17 SCREW.
- ALL REINFORCING TO PILES, FOOTINGS, SLABS, COLUMNS, BEAMS, AND MASONRY WALLS,
PRIOR TO POURING CONCRETE § ALL BLOCKWORK CORES TO BE FILLED, UNO, FOR LONG LIFE 3 WHERE WALLS DASHED AND “X” WALL ROD TIE DOWNS SHOWN - PROVIDE STRUCTURAL
- STRUCTURAL STEEL AND FRAMING AND CONNECTIONS § MORTAR PROPORTIONS = 1 CEMENT: 0.25 HYDRATED LIME : 3 SAND (OR EQUIVALENT PLYWOOD SHEETED BRACING WALL (6.4kN/m) FIXED IN ACCORDANCE WITH MANUFACTURER'S
CEMENT - SAND MORTAR WITH PLASTICISER). WRITTEN SPECIFICATION.
EARTHWORKS NOTES
4 ROOF BRACING TO BE FIXED TO TOP OF EACH INTERSECTING RAFTER WITH 12G SCREW;
1. SOILS CONTAINING ORGANIC MATTER ARE TO BE STRIPPED FROM THE SITE. THIS MATERIAL IS § MORTAR 28 DAY COMPRESSIVE STRENGTH: 11MPa MINIMUM.
TYPICAL.
NOT SUITABLE FOR USE AS FILL ON THIS SITE. § REINFORCEMENT: SHALL BE “N” GRADE D500N HOT ROLLED HIGH YIELD DEFORMED BARS TO
5 ALL TIMBER WALL FRAMING SHALL BE SEASONED MGP12 H2 TREATED, UNLESS NOTED
2. THE WHOLE OF THE EXCAVATED LEVEL IS TO BE PROOF ROLLED AND ANY UNSUITABLE GROUND, AS 4671 UNO.
OTHERWISE. PROVIDE CONTINUOUS ROWS OF NOGGINGS AT 1350 MAX. CRS:
AS DIRECTED BY THE ENGINEER, IS TO BE EXCAVATED AND REMOVED FROM SITE. THIS
§ REINFORCEMENT COVER: 50mm MINIMUM FROM OUTSIDE OF BLOCK, UNO.
MATERIAL IS TO BE REPLACED WITH IMPORTED APPROVED FILL. 6 EXTERNAL WALLS (UNLESS NOTED OTHERWISE):
3. IMPORTED APPROVED FILL TO HAVE A MIN. CBR SPECIFICATION OF 15%; MAX. STONE SIZE OF CB3. CONTRACTOR TO ENSURE THE FOLLOWING:
100mm; MAX. PLASTICITY INDEX OF 20% AND MAX. LINEAR SHRINKAGE OF 10%. THIS FILL IS TO § 2/90 x 45 MGP12 TOP PLATE,
§ TOP OF FOOTING SHALL BE SCABBLED.
BE PLACED IN MAX. 200mm LAYERS AND COMPACTED TO: § 90 x 45 MGP12 STUDS AT 450 CRS. UP TO 3000 HEIGHT,
- COHESIONLESS SOILS - DENSITY INDEX NOT LESS THAN 70% (AS 1289 TEST 5.6.1) § JOINT MORTAR SHALL BE TRIMMED FLUSH WITH THE INSIDE FACE OF THE CAVITY.
- SOILS CONTAINING CLAY OR SILT FINES - DENSITY RATIO NOT LESS THAN 98% STANDARD § VERTICAL BARS SHOULD BE TIED TO THE STARTERS THROUGH THE CLEANOUTS. § 90 x 45 MGP12 STUDS AT 300 CRS. TO 3700 HEIGHT,
( AS 1289 TEST 5.1.1 ) § 90 x 45 MGP12 BOTTOM PLATE.
§ CLEAN OUTS SHALL BE FORMED WITH TIMBER FORMS. AVOID BESSER BISCUITS, FOR SAFETY
PILING REASONS. 7 STUDS AT SIDE OF OPENINGS:
UNLESS NOTED OTHERWISE REINFORCING SHALL BE:- § UP TO 2100 WIDTH = 2 x COMMON STUDS
1. PILES ARE TO BE DESIGNED AND INSTALLED BY THE CONTRACTOR USING THE PARAMETERS
190mm WALL - 20.48 BLOCKS
OUTLINED IN THE GEOTECH/SOILS REPORT AS A GUIDE - THE CONTRACTOR IS TO ALLOW FOR § UP TO 3000 WIDTH = 3 x COMMON STUDS
§ -N16 AT 400 VERTICAL - 600 LAPS
ANY OTHER ADDITIONAL GEOTECHNICAL TESTING REQUIRED BY THEIR PILE INSTALLER.
§ -N12 AT 400 HORIZONTAL - 600 LAPS (INCLUDING ' L ' BARS AT CORNERS UNLESS NOTED 8 INTERNAL WALLS (UNLESS NOTED OTHERWISE):
2. THE CONTRACTOR SHALL PROVIDE CERTIFICATION BY AN RPEQ THAT ALL PILES HAVE BEEN
OTHERWISE)
DESIGNED AND INSTALLED IN ACCORDANCE WITH THE RELEVANT STANDARDS, THIS § 2/90 x 45 MGP12 TOP PLATE
SPECIFICATION, A 50 YEAR DESIGN LIFE, AND SPECIFIED LOAD REQUIREMENTS. STEELWORK § 90 x 45 MGP12 STUDS AT 450 CRS.
3. PILES MUST FOUND AT DEPTHS TO ACHIEVE THE SPECIFIED SAFE WORKING LOAD, AS PER PILE 1 ALL STEELWORK IS TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION OF AS § 90 x 45 MGP12 BOTTOM PLATE
INSTALLER'S DESIGN. 4100 - SAA STEEL STRUCTURES
9 “X” = INDICATES M12∅ ANCHOR ROD / BOLT
4. SCREW PILES SHALL PROVIDED WITH CORROSION PROTECTION FOR EXPOSURE § AS 1554 - SAA STRUCTURAL STEEL WELDING
CLASSIFICATION = MODERATE. SCREW PILES SHALL BE FILLED WITH 25MPa CONCRETE GROUT. 10 ALL WALL FRAMING SHALL BE FIXED, TOP, BOTTOM AND SIDES, TO STRUCTURAL FRAME WITH
§ AS 1627 - METAL FINISHING - PREPARATION AND PRETREATMENT OF SURFACES RAMSET FIXINGS AT 450 CRS.
5. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION DAMAGE, OR OTHER
DEGRADATION OF ADJACENT STRUCTURES, SERVICES ETC. DUE TO PILING OPERATIONS. ANY 2 TWO COPIES OF SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER OR 11 ALL FRAMING ANCHORS, NAILING PLATES AND STRAPS SHALL BE FIXED AT EACH FACE OR LEG
SUCH DAMAGE INCURRED IS TO BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE. ARCHITECT AS APPROPRIATE AND APPROVAL OF SAME OBTAINED PRIOR TO COMMENCING WITH 4/2.8∅ GALV. FLATHEAD NAILS UNLESS NOTED OTHERWISE.
3 UNLESS OTHERWISE NOTED THE SIZE OF THE FILLET WELDS SHALL BE 6mm. 12 TOP OF BRACING WALLS SHALL BE FIXED TO ROOF STRUCTURE IN ACCORDANCE WITH AS
RETAINING WALLS 1684.2-N4-8.22 BOTTOM OF BRACING WALLS SHALL BE FIXED TO FLOOR STRUCTURE IN
4 ALL INTERNAL STEELWORK UNLESS OTHERWISE NOTED, SPECIFIED OR APPROVED, SHALL BE
1. NO ADDITIONAL LOADS SHOULD BE APPLIED TO THE RETAINING WALLS. PREPARED; CLEANED; AND PRIMED WITH A COMPATIBLE ZINC RICH 2-PAK EPOXY. ACCORDANCE WITH AS 1684.2-N4-8.24.
2. THE FOUNDATION MATERIAL ADJACENT THE BASE OF THE FOOTINGS MUST NOT BE EXCAVATED TERMITE PROTECTION:
5 ALL EXTERNAL STEELWORK UNLESS OTHERWISE NOTED, SPECIFIED OR APPROVED, SHALL
IN THE FUTURE, AND ANY EROSION MUST BE REPAIRED/REINSTATED IMMEDIATELY.
BE HOT DIPPED GALVANISED INCLUDING NUTS, BOLTS and WASHERS TO AS 1650. AND 1. BUILDING STRUCTURES SHALL BE PROTECTED FROM TERMITES USING ALL OF THE FOLLOWING
3. THE FOOTINGS FOR THE RETAINING WALLS SHALL BE FOUNDED ON NATURAL SUBGRADE -
PREPARED BY BRUSH/WHIP BLASTING; AND SHOP PRIMED WITH A COMPATIBLE ZINC RICH METHODS:
COMPACTED TO MIN. 95% RDD TO ACHEIVE A MINIMUM ALLOWABLE BEARING CAPACITY OF
EPOXY (75MICRONS D.F.T); THEN TOP-COATED WITH A COMPATIBLE POLYURETHANE
100KPa. THE FOUNDATION MATERIAL IS TO BE CHECKED BY A REGISTERED GEOTECHNICAL § TIMBER FRAMING SHALL BE CHEMICALLY TREATED IN ACCORDANCE WITH THE TIMBER
(75MICRONS D.F.T);. OR AN ALTERNATE PAINT SYSTEM FOR THE STEELWORK MAY BE
ENGINEER OR APPROVED EQUIVALENT (THE ARCHITECT OR ENGINEER) BEFORE THE POURING FRAMING NOTES ON THIS DRAWING
SUBMITTED FOR APPROVAL.
OF THE FOUNDATIONS IS COMMENCED.
4. PROVIDE ADEQUATE PROTECTION TO ALL ADJACENT IN-GROUND SERVICES 6 CONTACT SURFACES OF STEELWORK WITH TIMBER OR CONCRETE SHALL BE PREPARED; § UNDERSIDE AND PERIMETER OF BUILDING SLABS SHALL BE TREATED WITH A CHEMICAL
5. TANKING - WHERE SPECIFIED ON THE DRAWINGS, THE BACK OF RETAINING WALLS SHALL BE AND PAINTED WITH A COMPATIBLE EPOXY OR BITUMINOUS PAINT. BARRIER SYSTEM IN ACCORDANCE WITH AS3660.1. ANY PROPOSED ALTERNATIVES SHALL BE
SEALED WITH BITUMEN BASED TANKING TO CONTROL STAINING OF THE CONCRETE WALL FACE. SUBMITTED TO THE SUPERINTENDENT FOR APPROVAL.
7 THE STEEL FABRICATOR SHALL PROVIDE ALL BOLTS NECESSARY FOR THE ERECTION OF THE
TANKING TO BE DAVCO “BITKOTE NO. 3” OR EQUAL. A BANDAGE SHALL BE PROVIDED TO THE STEELWORK AND BOLT HOLES AND CLEATS NECESSARY FOR THE ERECTION OF TIMBER § THE VERTICAL FACE OF BUILDING SLABS SHALL BE EXPOSED IN ACCORDANCE WITH AS3660.1
BASE JOINT WITH FOOTING AS PART OF THE WATERPROOFING. WORK AS SHOWN, NOTED OR IMPLIED ON THESE DRAWINGS OR THE ARCHITECT'S TO PERMIT READY DETECTION OF TERMITE ENTRY
6. THE FINISHED SURFACE SLOPE ABOVE AND BELOW RETAINING WALLS MUST NOT EXCEED THE DRAWINGS AND SPECIFICATION.
SLOPES & LEVELS SHOWN. NO ADDITIONAL BACKFILL CAN BE ADDED ABOVE THE WALL. IN NO § A DURABLE TERMITE PROTECTION NOTICE SHALL BE PERMANENTLY FIXED TO THE BUILDING
CIRCUMSTANCES SHALL THE FINISHED SLOPE EXCEED 27 DEGREES (1 VERTICAL IN 4 IN ACCORDANCE WITH THE BUILDING CODE OF AUSTRALIA
HORIZONTAL)
7. DO NOT USE LARGE COMPACTION EQUIPMENT CLOSE TO THE BACK OF RETAINING WALLS.
BACKFILL BEHIND RETAINING WALLS SHALL BE COMPACTED IN 100mm LAYERS USING LIGHT
TAMPING OR HANDHELD 'WACKER PACKER' EQUIPMENT. PROTECT GEOTEXTILE FABRIC OF
PANEL DRAINAGE AT ALL TIMES.
REINFORCED CONCRETE
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
This drawing is subject to A VENESS H GRAY
copyright in accordance with the P & R TAYLOR Designed Verified
PROPOSED NEW RESIDENCE GENERAL NOTES SHEET AS SHOWN A1
agreement between Tod
Consulting pty ltd (tc) and tc's
client. This drawing shall only be
S PRYSTUPA H GRAY 13-15 HILTON ESPLANADE TEWANTIN Drawing Number
D 15.06.21 REVISED TO SUIT ARCH CHANGES AV
used for this specific project.
C 10.03.21 REVISED TO SUIT ARCH CHANGES AV
Approved
S PRYSTUPA
RPEQ No
1137
RDP 19630-S02
This drawing shall not be used
Noosa: 07 5449 9600 LOCAL AUTHORITY NOOSA
B 4.03.21 ISSUED FOR TENDER AV Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337
Signed Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566
A 11.02.21 PRELIMINARY ISSUE AV
'issued for construction' in the
revision description. Rev Date Revision Description Drawn
[email protected] www.todconsulting.com
ABN 39 128 805 336
15.06.21
ROL APPROVAL
OPW APPROVAL
VERT DATUM
RL MEASUREMENT BAR - INCREMENTS IN mm
2 of 12 D
Section 3
FOOTING REINFORCEMENT REFER TO PLANS 1 N12 TRIMMER
AS DETAILED CAPPING FOR SLABS OVER. BAR WITH 'L'
CORNER BARS. 450
N12-400 LAPS. TYPICAL.
HORIZONTAL
I 2 3 4 5 6
HEIGHT 'H1' - 1600 MAX.
190
V.C.J.
V.C.J.
V.C.J.
V.C.J.
V.C.J.
COMPACTED N12-400 VERTICAL. N12-400 VERTICAL.
SAND FILL
1200 MAX.
60 COVER TO SOIL 60 COVER TO SOIL
COGGED BARS TO
%% SIDE.
COMPACTED 190 SIDE.
N16-400 STARTER. SAND FILL N16-400 STARTER.
BE 2 N12 MIN. TOP V.C.J. RW1 RW2
RW3
1 %%
V.C.J.
AND BOTTOM OR
RW2
SAME AS FOOTING RW RW2 RW2 CLEAN OUT BLOCKS CLEAN OUT BLOCKS
REINFORCEMENT
SF3
N12-400 SCABBLE** N12-400 SCABBLE**
(600 LAP) RW2
SF2
$$ $$
RW2
RW4
SF3
TYPE FOOTING INTERSECTIONS SF3
RW1
350
350
RW4
NOT TO SCALE V.C.J.
V.C.J. 4 N12 BARS TOP
HEIGHT 'H1' BASE 'B'
4 N12 BARS TOP
FOOTING REINFORCEMENT
RW2
AS DETAILED A RW4 SF3 AND BOTTOM AND BOTTOM
0-800 600
RW1 BASE 'B'
RW3
BASE 'B'
800-1200 1000
600 MAX.
MIN. 1600
STEP
UNDER POOL
300
1200-1600 1200
B RETAINING WALL RW1
SF2
1:40 UNREDUCED AT A3
SF1 SF1 V.C.J. 1:20 UNREDUCED AT A1
RETAINING WALL RW2
300
1 1:40 UNREDUCED AT A3
CAPPING 190 1:20 UNREDUCED AT A1
1
RW5
AL
R16-400 H.D.G. DOWEL BARS,
LF
V.C.J. N12-400 VERTICAL. 350 LONG, IN DOWEL FORM
ILL
300 MIN. COGGED BARS 3 60 COVER TO SOIL REFER TO NOTES SHEETS
N12 MIN. OR SAME SLEEVES WITH 16mm
TO
FOR BLOCKWORK
SF2
RW3
SIDE.
HEIGHT 'H1' - 1600 MAX.
INSERTS, 150 INTO WALL.
AS FOOTING SF2 REINFORCEMENT DETAILS.
LE
OR EQUAL TO
VE
STEP HEIGHT REINFORCEMENT COMPACTED N16-400 STARTERS. COG 300
L2
(600 LAP)
SF1
SAND FILL INTO SB1, LAP 600 WITH
CO
VERTICAL WALL BARS.
%%
MP
TYPE FOOTING STEP
A
CLEAN OUT BLOCK
CT
SCABBLE**
150
NOT TO SCALE
V.C.J. N12-400
IO
SF2 RW2 HORIZONTAL 3 N16 BARS TOP AND
N.
BOTTOM. R10-400 LIGS.
RE
RW2
FE
N16-400 STARTER.
APPROVED WATERPROOFING
200
R
N12-400
GE
AND BANDAGE
$$
NE
SF2
RA
20.10 CONTROL
350
RW1
20.09 CONTROL
LN
CLEAN OUT BLOCKS
350
JOINT BLOCK JOINT BLOCK SF1
OT
SCABBLE**
ES
ON
190
SH
4 N12 BARS TOP 600
EE
AND BOTTOM
HEIGHT 'H1' BASE 'B'
TS
V.C.J.
02
BASE 'B' 0-800 600
STRIP FOOTING SF2
.
ELASTOMERIC SEALANT VERTICAL REINFORCEMENT
SF2 SF1
SF1
EACH SIDE OF JOINT EACH SIDE OF JOINT 800-1200 1000 1:40 UNREDUCED AT A3
1:20 UNREDUCED AT A1
1200-1600 1200
C RETAINING WALL RW3
CONTROL JOINT - V.C.J. 1:40 UNREDUCED AT A3
SF1
SF2
1:20 UNREDUCED AT A1
1:40 UNREDUCED AT A3
1:20 UNREDUCED AT A1
V.C.J.
JOINTS TO BE PROVIDED AT 8000 MAX. CRS TIMBER DECKING ON 35 THICK HARDWOOD
10mm FULL DEPTH BATTENS. PAINT UNDERSIDE AND SIDES OF
VARIES
RW2
D COMPRESSIBLE BATTENS WITH BITUMINOUS WATERPROOFING. FIX REFER TO PLANS
MATERIAL WITH A BATTENS TO SLAB WITH 1 M12 CHEMSET ANCHORS FOR SLABS OVER.
10 x 10 SEALANT 190 AT 900 CRS. PROVIDE 10 THICK NEOPRENE
V.C.J.
1200 MAX.
SPACERS UNDER BATTENS AT EACH FIXING
REFER TO NOTES SHEETS
FOR BLOCKWORK SF2 LOCATION TO KEEP UP OFF CONCRETE SURFACE.
REINFORCEMENT DETAILS. REFER TO
RETAINING
V.C.J.
N16-400 STARTERS. COG 300 SF2 %% WALL RW3
GARDEN BED
INTO SB1, LAP 600 WITH ST1
VERTICAL WALL BARS. N12-400 ABOVE FOR
SF2
REINF'T
$$ DETAILS.
SF2
CLEAN OUT BLOCK
SCABBLE**
4 N20 BARS TOP AND
200
BOTTOM. R10-400 LIGS. BULK EARTHWORKS LINE
RW3
200
V.C.J.
REFER TO RETAINING
4 N12 TOP N12-400 WALL RW1 ABOVE FOR
E AND BOTTOM REINFORCEMENT
350
DETAILS.
BASE 'B'
350
N16-400 STARTERS
600 RETAINING WALL RW4
1:40 UNREDUCED AT A3 N16-400 6 N12 BARS TOP
1:20 UNREDUCED AT A1
HARDWOOD H5 TIMBER AND BOTTOM
PILES TO PILING RETAINING WALL BLOCKWORK
RETAINING WALL RW5
N16-400 STARTERS
CONTRACTORS F REINFORCEMENT NOTE :
1:40 UNREDUCED AT A3
V.C.J.
1:20 UNREDUCED AT A1
V.C.J.
SPECIFICATIONS. RW1 RW2 RW1 1500
25 TONNE S.W.L. ALL 190 BLOCKWORK WALLS TO BE REINFORCED AS
FOLLOWS U.N.O. ON DETAILS:
1A FOOTING PLAN 2B
$$ DENOTES "PROVIDE Ø100 AG PIPE SURROUNDED WITH 10mm BLUE
1:200 UNREDUCED AT A3
· N16-400 'L' BAR STARTERS WITH 450 COG INTO METAL, WRAPPED IN GEOFABRIC (BIDIM A14). PROVIDE AN OUTLET EACH
STRIP FOOTING SF1 1:100 UNREDUCED AT A1 FOOTING AND 700 LAP WITH VERTICAL WALL
BARS U.N.O.
SIDE THROUGH WALL WITH Ø80 DWV PIPE AS A WEEP HOLE WITH BIDIM
A14 GEOFABRIC, FIXED WITH STAINLESS STEEL HOSE CLAMPS. ENSURE
1:40 UNREDUCED AT A3
1:20 UNREDUCED AT A1 DENOTES H5 TREATED HARDWOOD TIMBER PILES NOTE: COVER TO STEEL REINFORCEMENT AND LIGS IS MAINTAINED".
NOTE : NOTE : TO PILING CONTRACTORS SPECIFICATIONS. 25 · N16-400 VERTICAL WALL BARS U.N.O.
%% FREE DRAINING GRANULAR MATERIAL WRAPPED IN GEOFABRIC (BIDIM
TONNE S.W.L. 150 MIN. DIAMETER. PILING WHERE SCABBLE** IS NOTED, APPLY A A14) AND PLACED IN EXCAVATION BEHIND WALL. APPLY APPROVED
ALL WATERPROOFING AND FLASHING IS REFER TO ARCHITECTS DRAWINGS FOR BONDING AGENT IMMEDIATELY PRIOR TO · 1 N12 BAR TOP AND BOTTOM BLOCK COURSE BITUMINOUS WATERPROOFING MEMBRANE AND BANDAGE OVER COLD
TO BE CARRIED OUT IN ACCORDANCE ALL SET OUT DIMENSIONS AND LEVELS. CONTRACTORS DESIGN ENGINEER IS TO ALLOW
POURING CONCRETE/GROUT HORIZONTAL AND THEN N12-400 HORIZONTAL JOINT. ADD CORNFLUTE MEMBRANE PROTECTION AS REQUIRED.
WITH THE ARCHITECTS DETAILS. DO NOT SCALE THESE DRAWINGS. FOR DRAW DOWN FRICTION OF UNDERLYING BARS, L BARS AND CORNER BARS.
CLAYS. REFER TO SOILS REPORT. ALLOW TO
PRE-DRILL THROUGH COMPACTED FILL.
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
This drawing is subject to A VENESS H GRAY
copyright in accordance with the P & R TAYLOR Designed Verified
PROPOSED NEW RESIDENCE FOOTING PLAN AS SHOWN A1
agreement between Tod
Consulting pty ltd (tc) and tc's
client. This drawing shall only be
S PRYSTUPA H GRAY 13-15 HILTON ESPLANADE TEWANTIN AND DETAILS Drawing Number
D 15.06.21 REVISED TO SUIT ARCH CHANGES AV
used for this specific project.
C 10.03.21 REVISED TO SUIT ARCH CHANGES AV
Approved
S PRYSTUPA
RPEQ No
1137
RDP 19630-S03
This drawing shall not be used
Noosa: 07 5449 9600 LOCAL AUTHORITY NOOSA
B 4.03.21 ISSUED FOR TENDER AV Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337
Signed Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566
A 11.02.21 PRELIMINARY ISSUE AV
'issued for construction' in the
revision description. Rev Date Revision Description Drawn
[email protected] www.todconsulting.com
ABN 39 128 805 336
15.06.21
ROL APPROVAL
OPW APPROVAL
VERT DATUM
RL MEASUREMENT BAR - INCREMENTS IN mm
3 of 12 D
Section 4
5 N12 LONGITUDINAL AND CORNER BARS, WITH 450
LAPS. N12-400 TRANSVERSE BARS. 50 MIN. COVER.
5 6
CHAMFER CORNERS.
REFER TO PLANS
POOL PLANT LID A
FOR SLABS OVER.
125
190mm
SLAB PLAN BLOCKWORK
70
I 2 3 4 5 6 1:200 UNREDUCED AT A3 BOND BEAM.
1:100 UNREDUCED AT A1 B 400 HIGH MIN.
CJ1
CJ1
EJ1
N12-200 BARS
CJ1
280
BOTH WAYS.
150mm THICK
150 SUSPENDED 150
150mm THICK
STEP
CONCRETE SLAB LID
520
250 EJ1 FOLD IN SLAB.
FALL
150 STEP
6
MASS CONCRETE STEP DETAIL WITH N12-200 BARS
N12-200 BARS
S0 1:40 UNREDUCED AT A3 EACH WAY CENTRAL.
ET CENTRAL
R16-400 DOWEL BARS, HDG, 450 HE ILS 150 1:20 UNREDUCED AT A1
LONG, DRILL AND EPOXY GROUT 150 T O S ETA BOTH WAYS.
150 R D TURN EDGE OF SLAB
150 INTO MAIN FLOOR SLAB. FE OL
RE R PO
FALL
PROVIDE 'DOWELSERT' SLEEVES. A LID DOWN ONTO GROUND
FO CJ1 FLOOR SLAB. 150 THICK MINIMUM.
HARDWOOD H5 TIMBER PILES TO DOWN EJ1 S05
PILING CONTRACTORS N12-200 BARS CENTRAL BOTH WAYS.
SPECIFICATIONS.
EJ1
150 STEP
CJ1
25 TONNE S.W.L. I 2 3 4 A 5 6
150 S05
FALL
EJ1
150 EJ1
EXTERNAL SLAB TO MAIN A A
FLOOR SLAB DOWEL DETAIL CJ1
CJ1
150
CJ1
CJ1
DOWN
FALL
1:40 UNREDUCED AT A3 EJ1 650 STEP EJ1
1:20 UNREDUCED AT A1 SB1 SB2 SB2
B B
SB2
DOWN
150
SB3
SB4
MASS CONCRETE
STEPS.
SB2
150
SB2
CJ1
SB4
FALL
R16-400 H.D.G. DOWEL 1 N12 TRIMMER
SB3
300 STEP SB3
BARS, 400 LONG, IN EACH SIDE OF JOINT
DOWEL FORM SLEEVES R16-400 DOWEL BARS, HDG, 450 LONG, DRILL SB2
SB1
FALL AND EPOXY GROUT 150 INTO MAIN FLOOR SLAB. FALL SB4 SB4
AND EPOXY GROUT 150 INTO MAIN FLOOR SLAB.
WITH 16mm INSERTS ON SL82 MESH TOP
50 STEP
CJ1
R16-400 DOWEL BARS, HDG, 450 LONG, DRILL
BAR CHAIRS. CJ1
125
SB4
SB4
SB3 SB3
SB3
SB3
AND EPOXY GROUT 150 INTO MAIN FLOOR SLAB.
200
CJ1
WN
DO
125 T SB4
SB1
SE
R16-400 DOWEL BARS, HDG, 450 LONG, DRILL
N
SB3
OW
50
EJ1
TD
SE
FALL
SB3
SB3
50
DPM MASS CONCRETE SB1 UP
STAIR 1
10mm FULL DEPTH
SB4
STEPS AND LANDING.
SB3
SB4
COMPRESSIBLE
200 200 SB3
MATERIAL WITH A 10 x SB3 SB1
N
EJ1
W
10 SEALANT
DO
N
SB3
SB3
W
ET
SB4
O
CJ1
150
S
TD
50
SE
200 THICK LIFT CORE
EXPANSION JOINT EJ1
SB1
0
15
BASE. N12-200 BARS
1:40 UNREDUCED AT A3 CJ1 CJ1 BOTH WAYS BOTTOM. SB3
SB3
SB1
1:20 UNREDUCED AT A1
SL82 MESH TOP. SB3
SB4
FALL
CJ1
CJ1
150
SB3 SB3
SB4
25 DEEP SAW CUT STOP TOP MESH EACH 150 SB4
125
SB3
SB4
SB3
JOINT TO BE SIDE OF JOINT.
50 STEP
50 STEP
CREATED WITHIN 8 SB3 SB3
CJ1 SB2
P1
HOURS OF POUR.
C C
SEAL JOINT WITH
SB3
SL82 MESH TOP
SB1
SB4
COLOUR MATCHED
SB4
SB2
FALL
APPROVED R16-400 DOWEL BARS, HDG, 450 LONG, DRILL
FALL
50 STEP
SEALANT. AND EPOXY GROUT 150 INTO MAIN FLOOR SLAB.
D EJ1 D
125
SB1
SB2
ST1 SB1
SB2
FALL
SB2
P1
CJ1 UP
SB5 125
SB5
CJ1
FALL
ADDITIONAL LOWER LAYER 125 100 x 100 x 3.0 SHS POST
EJ1
POLYTHENE P1 ST1
CJ1
CJ1
125 SB2
P2
FALL
P2
MEMBRANE OVER OF SL82 MESH, 800 WIDE. 125 125
SAND BEDDING CUT EVERY ALTERNATE WIRE STAIR 2
P2 89 x 89 x 5.0 SHS POST
CJ1
CJ1
EJ1
AT JOINT LOCATION. MARK
CJ1
LOCATION ON FORMWORK.
STAIR 2 P3 89 x 89 x 3.5 SHS POST
CONTROL JOINT CJ1 ST1 250 PFC STRINGER SB2
Section 5
P3
P3
P3
1:40 UNREDUCED AT A3
1:20 UNREDUCED AT A1
SB2
SB2
DENOTES 125 THICK 40MPa
SB2
E E SLAB WITH SL82 MESH TOP,
INTO MAIN FLOOR SLAB.
AND EPOXY GROUT 150
R16-400 DOWEL BARS,
HDG, 450 LONG, DRILL
40 COVER OVER 225 DEEP
50 STEP
NOTE: SB3
WAFFLE PODS. OVERALL
SB2
NEW DRIVEWAY 150 THICKNESS 350mm
SB2
CJ1
CROSSOVERS IN
ACCORDANCE WITH IPWEAQ FALL
STANDARD DRAWING RS-050. 150
REFER CIVIL ENGINEERING DENOTES 125 MAX.-100
DRAWING C101 FOR SB2
F F MIN.THICK 40MPa SLAB
LONGITUDINAL SECTIONS.
SB2 WITH SL82 MESH TOP, 50
COVER OVER 175 DEEP
125 DENOTES 125mm THICK CONCRETE SLAB ON GROUND WAFFLE PODS.
1A 2B REINFORCED WITH SL82 MESH TOP - 40mm COVER. 1A 2B
TYPICAL U.N.O. CONSTRUCTED ON A COMPACTED DENOTES H5 TREATED HARDWOOD TIMBER PILES
GRANULAR BASE AS PER GENERAL NOTES. TO PILING CONTRACTORS SPECIFICATIONS. 25
EXTERNAL WORKS SLAB MAIN GROUND FLOOR TONNE S.W.L. 150 MIN. DIAMETER. PILING
150 DENOTES 150mm THICK CONCRETE SLAB ON GROUND CONTRACTORS DESIGN ENGINEER IS TO ALLOW
2 N12 TRIMMER BARS, 1000 PLAN REINFORCED WITH SL82 MESH TOP AND BOTTOM - 40mm
SLAB PLAN FOR DRAW DOWN FRICTION OF UNDERLYING
LONG, TIED UNDER TOP MESH. 1:200 UNREDUCED AT A3 COVER. TYPICAL U.N.O. CONSTRUCTED ON A COMPACTED 1:200 UNREDUCED AT A3 CLAYS. REFER TO SOILS REPORT. ALLOW TO
1:100 UNREDUCED AT A1 1:100 UNREDUCED AT A1
GRANULAR BASE AS PER GENERAL NOTES. PRE-DRILL THROUGH COMPACTED FILL.
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title Scale Sheet Size
This drawing is subject to A VENESS H GRAY
copyright in accordance with the P & R TAYLOR Designed Verified
PROPOSED NEW RESIDENCE GROUND FLOOR PLAN AS SHOWN A1
agreement between Tod
Consulting pty ltd (tc) and tc's
client. This drawing shall only be
S PRYSTUPA H GRAY 13-15 HILTON ESPLANADE TEWANTIN AND DETAILS Drawing Number
D 15.06.21 REVISED TO SUIT ARCH CHANGES AV
used for this specific project.
C 10.03.21 REVISED TO SUIT ARCH CHANGES AV
Approved
S PRYSTUPA
RPEQ No
1137
RDP 19630-S04
This drawing shall not be used
Noosa: 07 5449 9600 LOCAL AUTHORITY NOOSA
B 4.03.21 ISSUED FOR TENDER AV Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337
Signed Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566
A 11.02.21 PRELIMINARY ISSUE AV
'issued for construction' in the
revision description. Rev Date Revision Description Drawn
[email protected] www.todconsulting.com
ABN 39 128 805 336
15.06.21
ROL APPROVAL
OPW APPROVAL
VERT DATUM
RL MEASUREMENT BAR - INCREMENTS IN mm
4 of 12 D
The text continues on section 6.