Tod Engineering Notes · OPW16/0021

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STEELWORK

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10.

11.

ALL STEELWORK IS TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION OF:
AS 4100 - SAA STEEL STRUCTURES
AS 1554 - SAA STRUCTURAL STEEL WELDING
AS 1627 - METAL FINISHING - PREPARATION AND PRETREATMENT OF SURFACES

TWO COPIES OF SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER AND = ARCHITECT AND
APPROVAL OF SAME OBTAINED PRIOR TO COMMENCING FABRICATION

ALL STEELWORK THAT IS NOT STAINLESS STEEL, SHALL BE HOT DIPPED GALVANISED TO AS 1650; AND EPOXY
PAINTED AFTER FABRICATION WITH AN APPROVED, COMPATIBLE PRIMER AND TOPCOAT (150 MICRON MINIMUM
SYSTEM) - U.N.O

STEELWORK ENCASED IN CONCRETE SHALL BE PAINTED WITH AN APPROVED HIGH BUILD 2-PART MARINE
EPOXY, WITH 10 GAUGE (3.25 mm) BLACK WIRE AT 100 mm PITCH, 50 mm COVER.

THE STEEL FABRICATOR SHALL PROVIDE ALL BOLTS NECESSARY FOR THE ERECTION OF THE STEELWORK
AND BOLT HOLES AND CLEATS NECESSARY FOR THE ERECTION OF TIMBER WORK AS SHOWN, NOTED OR
IMPLIED ON THESE DRAWINGS OR THE ARCHITECT'S DRAWINGS AND SPECIFICATION.

EXTERNAL BOLTS SHALL BE 316 STAINLESS STEEL INSULATED FROM MEMBERS.

HIGH STRENGTH STRUCTURAL BOLTS SHALL BE GRADE 8.8 EQUIV; COMMERCIAL BOLTS SHALL BE GRADE 4.6
EQUIV.

THE ROOF STRUCTURE HAS BEEN DESIGNED FOR NORMAL ROOF LOADS ONLY AND DOES NOT ALLOW FOR
ANY EXTRANEOUS LOADS SUCH AS HOISTS, MONORAILS, ETC. EXCEPT WHERE SHOWN ON DRAWINGS.

WHEN SHOP SPLICES ARE NECESSARY IN BEAMS OR TRUSSES THE POSITION OF THE SPLICES SHALL BE
APPROVED BY THE ENGINEER. SHOP SPLICES SHALLBE COMPLETE PENETRATION BUTT WELDS.

ALL WELDS ARE TO BE 6mm CONTINUOUS FILLET WELDS, UNLESS NOTED OTHERWISE ALL EXPOSED SITE
WELDS ARE TO BE WIRE BRUSHED AND TO HAVE ZINC STICK APPLIED AND EPOXY PAINTED.

ALL SHS AND CHS TO BE 350 MPa GRADE STEEL

STAINLESS STEEL

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2.

6.
7.

ALL EXTERNAL STEELWORK SHALL BE STAINLESS STEEL GRADE 316 U.NO.
ALL BOLTS SHALL BE GRADE 316 (UNS S31600) A4-70. NUTS SHALL BE DUPLEX 2205 GRADE (UNS S31803)

WASHERS SHALL BE 316 (UNS S31600), ELECTROPOLISHED OR PASSIVATED IN A 20% TO 25% NITRIC ACID
SOLUTION FOR AT LEAST 30 MINUTES AT 40°C TO 60°C IN ACCORDANCE WITH ASTM.A380.

NUTS AND BOLTS SHALL COMPLY WITH ISO 3506 IDENTIFICATIONS OR, IF NOT SO MARKED, SHALL BE
PROVIDED WITH MILL OR NATA CERTIFIED TESTS RESULTS CONFIRMING GRADE AND STRENGTH.

BOLTS SHALL HAVE ROLLED THREADS. THE NUTS AND WASHERS SHALL BE ELECTROPOLISHED OR
PASSIVATED IN A 20° TO 25° INTRIC ACID SOLUTION FOR A LEAST 30 MINUTES AT 40°C TO 60°C INACCORDANCE
WITH ASTM.A380.

LUBRICATE THREADS WITH MOLYBDENUM- DISULPHIDE (MOLY) GREASE TO AVOID GALLING.

 

BOLTS SHALL BE TIGHTENED TO THE MANUFACTURER'S RECOMMENDED TORQUE USING A TORQUE WRENCH

TIMBER

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n

ALL THE WORK IN STRUCTURAL TIMBER IS TO BE EXECUTED IN ACCORDANCE WITH — THE CURRENT EDITION
OF:

AS 1684 - NATIONAL TIMBER FRAMING CODE

AS 1720 - SAA TIMBER STRUCTURES CODE

AS 1328 - GLUED LAMINATED STRUCTURAL TIMBER.
THE TIMBER USED MUST BELONG TO STRESS GRADE F17 (UNLESS NOTED OTHERWISE) AS GIVEN IN THE
CURRENT EDITION OF THE TIMBER ENGINEERING CODE.
ALL NUTS, BOLTS, WASHERS AND FRAMING ANCHORS TO BE 316 STAINLESS STEEL. FIX ALL FRAMING
ANCHORS WITH STAINLESS STEEL NAILS.
THE CONTRACTOR IS FINALLY TO TIGHTEN ALL BOLTS BEFORE HANDING OVER THE JOB FOR 12 AND 16mm
BOLTS THE BOLT HOLES ARE TO BE 2mm OVER SIZE. FOR 20mm BOLTS THE BOLT HOLES ARE TO BE 3mm OVER
SIZE.
ALL TIMBER TO BE IN-GROUND DURABILITY CLASS 1 AND TREATED TO:

H2 INTERNAL,

H4 EXTERNAL ABOVE GROUND AND INGROUND NON-CRITICAL ELEMENTS

H5 EXTERNAL33, INCGROUND STRUCTURAL ELEMENTS.
INJECT LANOTEC GREASE INTO ALL BOLT HOLES. COAT ALL S/S BOLTS, NUTS & WASHERS & FRAMING
ANCHORS WITH DENSE LANOTEC GREASE.
ALL PRESERVATIVE TREATMENTS FOR TIMBER MUST BE IN ACCORDANCE WITH AS1604.
TIMBER DECKING TO BE F17 KD. HWD 140 x 50 DURABILITY CLASS 1 TREATED TO H5 FIXED WITH STAGGERED
S/STEEL SCREWS.

EARTHWORKS NOTES

1.

2.

SOILS CONTAINING ORGANIC MATTER ARE TO BE STRIPPED FROM THE SITE. THIS MATERIAL IS NOT SUITABLE
FOR USE AS FILL ON THIS SITE.
THE WHOLE OF THE EXCAVATED LEVEL, IS TO BE PROOF ROLLED AND ANY UNSUITABLE GROUND, AS.
DIRECTED BY THE ENGINEER, IS TO BE EXCAVATED AND REMOVED FROM SITE. THIS MATERIAL IS TO BE
REPLACED WITH IMPORTED APPROVED FILL.
IMPORTED APPROVED FILL TO HAVE A MIN. CBR SPECIFICATION OF 15%; MAX. STONE SIZE OF 100mm; MAX.
PLASTICITY INDEX OF 20% AND MAX. LINEAR SHRINKAGE OF 10%. THIS FILL IS TO BE PLACED IN MAX. 200mm
LAYERS AND COMPACTED TO:
COHESIONLESS SOILS - DENSITY INDEX NOT LESS THAN 70% (AS 1289 TEST 5.6.1)
SOILS CONTAINING CLAY OR SILT FINES - DENSITY RATIO NOT LESS THAN 98% STANDARD ( AS 1289
TEST 5.1.1)
COMPACTION TESTING OF FILL LAYERS |S TO BE CARRIED OUT TO LEVEL 1 SUPERVISION STANDARD AS PER
AS 3789-1990. THE CONTRACTOR IS TO PROVIDE COMPACTION TEST RESULTS TO THE ENGINEER. THE COST
OF THIS TESTING IS TO BE PAID BY THE CONTRACTOR.
THE CONTRACTOR IS TO BE RESPONSIBLE FOR LOCATING ALL EXISTING SERVICES BEFORE COMMENCEMENT
OF WORK ON SITE.

 

ALUMINIUM NOTES

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ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH BEST PRACTISE ALUMINIUM FABRICATION AND THE
CURRENT AUSTRALIAN STANDARD AS1664.

ALUMINIUM SECTIONS SHALL COMPLY WITH AS1734, AS1866 OR AS1867

ALL WELDING SHALL COMPLY WITH AS1665

ALL WELDING SHALL BE CARRIED OUT USING ARGON GAS SHIELDING

ALUMINIUM EXTRUSIONS SHALL BE ALLOY 6061T6

PLATE IS TO BE ALLOY 5083 H321. TREAD PLATE IS TO BE ALLOY 5251 H34 M ALUMINIUM BY THE USE OF A 1mm.
ALL STAINLESS STEEL BOLTS AND ALL OTHER FIXINGS MUST BE ISOLATED FROM ALUMINIUM USING NYLON OR,
SIMILAR APPROVED PACKERS/GASKETS, AND WASHERS WITH SHANK COLLARS.

SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR REVIEW. APPROVAL
IS TO BE OBTAINED FROM THE COUNCIL, THE ARCHITECT AND THE ENGINEER, PRIOR TO COMMENCING
FABRICATION.

EROSION & SEDIMENT CONTROL
OBJECTIVES:

1. THESE DRAWINGS ARE PROVIDED FOR GUIDANCE ONLY. THE CONTRACTOR SHALL ASSESS WHAT
MEASURES ARE REQUIRED TO SUIT THE PROPOSED CONSTRUCTION METHODOLOGY AND STAGING.

2. THE CONTRACTOR SHALL COMPLY WITH ALL STATUTORY REGULATIONS DURING THE CONSTRUCTION
PHASE AND MAINTENANCE PERIOD.

3. EROSION AND SEDIMENTATION CONTROL MAY BE AIDED BY MINIMISING THE AREA OF DISBURBANCE.

MANAGEMENT PRINCIPLES:

4. THE MANAGEMENT PRINCIPLES EMPLOYED IN THIS PLAN ARE IN ACCORDANCE WITH THE 'BEST PRACTICE
EROSION AND SEDIMENT CONTROL' MANUAL, PUBLISHED BY THE INTERNATIONAL EROSION CONTROL
ASSOCIATION (IECA). THE BASIC PRINCIPLES ARE TO:

MINIMISE THE AREA OF DISTURBANCE;

CONTROL DRAINAGE PATHS UPSTREAM OF SITE AND AT OUTLETS FROM SITE,
MINIMISE EROSION;

MINIMISE SEDIMENTATION;

PROGRESSIVELY REVEGETATE AND REHABILITATE THE SITE.

SITE INSPECTION AND MONITORING:

5. CONTRACTOR SHALL NOMINATE A PERSON RESPONSIBLE FOR INSTALLATION, MONITORING AND
MAINTENANCE OF CONTROL MEASURES (E.G. SITE FOREMAN).

6. ALL EROSION AND SEDIMENT CONTROL MEASURES SHOULD BE INSPECTED:
AT LEAST DAILY WHEN RAIN IS OCCURING;
AT LEAST WEEKLY (EVEN IF WORK IS NOT OCCURING ON-SITE);
WITHIN 24 HOURS PRIOR TO EXPECTED RAINFALL,
WITHIN 18 HOURS OF A RAINFALL EVENT.

7. CONTRACTOR TO CHECK AFTER RAINFALL FOR PERFORMANCE INDICATORS SUCH AS EVIDENCE OF
EXCESSIVE FLOW CONCENTRATIONS, EROSION PATHS DEVELOPING, SILT AND SEDIMENT ACCUMULATION.

8. CONTRACTOR TO CHECK DURING RAIN THAT FLOWS ARE NOT BYPASSING CONTROL MEASURES.

9. WHEN A SITE INSPECTION DETECTS A NOTABLE FAILURE IN THE ADOPTED MEASURES, THE SOURCE OF
THIS FAILURE MUST BE INVESTIGATED AND THE APPROPRIATE AMENDMENTS MADE TO THE SITE
CONTROLS.

THE CONTRACTOR SHALL MAINTAIN A WRITTEN RECORD OF DATES OF ALL INSPECTIONS INCLUDING ANY
CORRECTIVE ACTIONS TAKEN

PROTECTION OF TREES

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ALL EXISTING NATURAL VEGETATION THAT WILL BE RETAINED, IS TO BE PROTECTED. THE AREA IIMMEDIATELY
BENEATH THEIR CANOPIES SHOULD BE DECLARED A 'TREE PROTECTION ZONE' AND SHOULD BE FENCED OFF
AND APPROPRIATED SIGNAGE ERECTED FOR THE DURATION OF THE SITE DEVELOPMENT AND CONSTRUCTION
REMOVAL OF TREE STUMPS IN CLOSE PROXIMITY TO THE ROOT ZONES OF THE TREES TO BE RETAINED MUST
BE DONE IN A MANNER THAT WILL NOT NEGATIVELY IMPACT THE ROOT SYSTEM OF THE TREE BEING RETAINED.
ON NO ACCOUNT SHOULD ANY ATTEMPT BE MADE TO EXCAVATE TREE STUMPS TO AVOID DAMAGE TO
INTERTWINGING ROOTS OF THE TREES TO BE RETAINED

. THE AREA BENEATH THE CANOPIES OF TREES TO BE RETAINED SHALL BE COVERED WITH A 100mm LAYER OF

BARK MULCH MATERIALS TO REDUCE SOIL MOISTURE LOSS, CONTROL WEED GROWTH AND TO REDUCE SOIL
COMPACTION.

. ANY PRUNING OF CANOPY BRANCHES SHOULD ONLY BE UNDERTAKEN BY AN APPROVED ARBORIST.
. ON NO ACCOUNT SHOULD FERTILISER, HERBICIDE TREATMENTS OR SOIL LEVEL CHANGES BE PERMITTED.

CLOSE TO OR BENEATH THE CANOPIES OF THE TREES.

. ALL CONTRACTORS SHOULD BE ADVISED OF THE PROTECTED AND VALUED NATURE OF THE TREES AND THAT

NO MACHINERY, EQUIPMENT, FUEL, CONSTRUCTION MATERIALS, SHEDS ETC. SHOULD BE PERMITTED TO BE
PARKED OR STORED BENEATH THE CANOPY OF THE TREES.

. ON NO ACCOUNT SHOULD WASTE CONSTRUCTION MATERIALS INCLUDING FILL AND PARTICULARLY

WATER/WASHINGS FROM MACHINERY OR FROM CONCRETE CONSTRUCTIONS ETC. BE PERMITTED TO BE
DISPOSED WITHIN THE ROOT ZONE OF THE TREES.

COMPLETE TREE REMOVAL OR REDESIGN IS REQUIRED IF ROOT PRUNING ACTIVITIES WILL BE TOO SEVERE TO
MAINTAIN THE TREES STRUCTURAL INTEGRITY (SEVERITY DEPENDS OF ROOT DIAMETER, TRUNK DIAMETER
AND DISTANCE FROM TRUNK).

. ON NO ACCOUNT SHOULD ANY EXCAVATIONS FOR THE INSTALLATION FOR THE SERVICES BE MADE CLOSER

THAN 3m FROM THE BASE/TRUNK OF THE TREES AND ALL EXCAVATIONS WITHIN 3m EACH SIDE OF THE TREE
SHOULD BE CARRIED OUT WITH CLOSE SUPERVISION OF THE APPROVED ARBORIST,

10.NO ROOTS IN EXCESS OF 50mm ARE TO BE SEVERED WITHOUT ADVICE FROM THE APPROVED ARBORIST. IN ALL

CIRCUMSTANCES WHERE SEVERING OF TREE ROOTS IN EXCESS OF 50mm IN DIAMETER HAS OCCURRED THE
URGENT ATTENTION OF THE APPROVED ARBORIST WILL BE REQUIRED FOR THE TREATMENT AND DRESSING OF
ROOT WOUNDS.

11. WHERE POSSIBLE CAREFUL EXPLORATORY TRENCHING (BY HAND OR WATER JET) SHALL BE CARRIED OUT TO

12. WHERE UNDERGROUND SERVICES ARE TO BE INSTALLED WITHIN THE ROOT ZONE OF A TREE, EXPLORATORY
TRENCHING SHOULD BE CARRIED OUT. IN ALL INSTANCES WHERE A NUMBER OF LARGE ROOTS ARE
ENCOUNTERED THESE SHOULD BE LEFT INTACT AND ANY SERVICES ETC INSTALLED BY TUNNELLING BENEATH
THE ROOT MASS.

13. EXCAVATIONS SHALL BE EXECUTED WITH EXTREME CARE. ANY LARGE ROOTS THAT MAY BE ENCOUNTERED
SHALL BE LEFT INTACT, KEPT MOIST, COVERED WITH HESSIAN OR SIMILAR MATERIALS TO PREVENT DRYING
AND LEFT FOR THE URGENT ATTENTION AND TREATMENT BY THE ARBORIST.

14. THE APPROVED ARBORIST IS TO BE ADVISED PRIOR TO THE BACKFILLING OF THE SERVICE TRENCHES SO THAT
PHOTOGRAPHIC RECORDS CAN BE TAKEN.

REINFORCED CONCRETE

1, ALL CONCRETE WORK TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION OF
AS 3600 - SAA CONCRETE STRUCTURES.
AS 1379 - READY-MIXED CONCRETE

2. THE CONCRETE MIX SHALL BE AS PER SPECIFICATION FOR EXTERNAL DURABLE CONCRETE NOTES; AND
SHALL BE APPROVED BY THE ENGINEER BEFORE USE.

3. THE 28 DAY CHARACTERISTIC COMPRESSIVE STRENGTH OF REINFORCED CONCRETE (fc) MUST NOT BE

LESS THAN 40 MPa U.N.O

CONCRETE SLABS ON GROUND TO BE F'c = 32 MPa (S32)

SUSPENDED CONCRETE SLABS AND ARCHES TO BE F'c = 40 MPa (S40)
CONTIGUOUS PILES TO BE F'c = 40 MPa (S40)

MINIMUM CEMENTITIOUS CONTENT TO BE 450 kg/m

MAXIMUM WATER : CEMENT RATIO TO BE 0.4

THE TEST RESULTS ARE TO CONFORM WITH THE ACCEPTABILITY REQUIREMENTS OF THE CURRENT EDITION

OF AS 3600 (PROJECT ASSESSMENT REQUIRED).

THE MAXIMUM SIZE OF AGGREGATE SHALL BE 20mm.

THE CONCRETE SHALL SLUMP TEST AT 100mm UNLESS OTHERWISE NOTED

ALL CONCRETE TO BE VIBRATED.

PROVIDE HOLES OR CHASES ONLY WHERE SHOWN ON STRUCTURAL DRAWINGS. SUPERINTENDENT TO

ARRANGE FOR RPEQ ENGINEER REVIEW OF ANY ADDITIONAL HOLES OR CHASES BEFORE CARRYING OUT

WORKS

9. PROVIDE 20mm FILLETS OR CHAMFERS FOR EXPOSED CONCRETE EDGES HAVING CONTAINED ANGLE OF LESS.
THAN 120°, UNO.

10. PLASTIC CHAIRS TO BE USED TO SUPPORT REINFORCEMENT AND GIVE THE CORRECT CONCRETE COVER. FOR
MESH REINFORCEMENT, PROVIDE “PIE PLATE” SUPPORT UNDER EACH CHAIR. FOR BAR REINFORCEMENT
EXCEEDING 11MM DIAMETER, POUR 50mm MINIMUM BLINDING CONCRETE UNDERNEATH BEFORE PLACING
REINFORCEMENT.

11. UNLESS OTHERWISE NOTED ON THE DRAWING THE CONCRETE COVER TO THE OUTSIDE FACE OF ANY
REINFORCEMENT IS TO BE AS FOLLOWS:

B

DNA

 

 

 

 

 

 

 

STRUCTURAL MEMBER ]CAST AGAINST FORMS COMPLYING WITH STRUCTURAL CAST CAST AGAINST
|AGAINST AS 1509 SAA FORMWORK CODE OTHER FORMWORK
INOT EXPOSED TO WEATHER EXPOSED TO WEATHER, JOR THE GROUND
IGROUND WATER OR FRESH IGROUND WATER OR FRESH
WATER WATER
PAD FOOTINGS & PILE - 65 75
CAPS
STRIP FOOTINGS - 50 65
[COLUMNS OF ALL 40 50 75
TYPES
WALLS SLABS & STAIRS 40 50 65
BEAMS 40 50 65

 

 

 

 

 

 

12. CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED BY THE ENGINEER.

13. POUR JOINTS: THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE POURED SHALL BE
THOROUGHLY SCABBLED AND WASHED CLEAN; COAT STARTER BARS WITH TWO COATS OF “NITOPRIME
ZINCRICH” OR APPROVED ZINC-BASED ALTERNATIVE; COAT FACE WITH BONDING AGENT (WET TO DRY EPOXY -
“NITOBOND” EP OR APPROVED ALTERNATIVE.

14, ALL CONCRETE SURFACES ARE TO BE CURED BY AN APPROVED METHOD FOR FOURTEEN (14) DAYS
IMMEDIATELY CONCRETE |S HARD, AND PROTECTED BY PLASTIC SHEET.

15. FORMWORK TO SUSPENDED SLABS TO REMAIN IN POSITION FOR FOURTEEN (14) DAYS AFTER POURING,
PROP TO 28 DAYS.

16. FOR SLABS ON GROUND, ALL TOPSOIL AND UPPER STRATA CONTAINING ORGANIC = MATTER |S TO BE
REMOVED AND REPLACED BY AN APPROVED CONSOLIDATED FILLING MATERIAL COMPACTED TO 95% M.M.D.D.
IN ACCORDANCE WITH AS E 2.1.

17. BAR SCHEDULE -

N- HOT ROLLED HIGH YIELD BARS TO AS 1302.
S$ - HOT ROLLED DEFORMED BARS TO AS 1302.
RF - HARD DRAWN WIRE FABRIC TO AS 1302.

R - HOT ROLLED PLAIN BARS TO AS 1302.

18. SPRAY CLEAN ALL REINF'T, FORMED SURFACES, AND CONCRETE FACES, CAST-IN BOLTS & FITTINGS ETC. JUST
PRIOR TO PLACEMENT OF FRESH CONCRETE TO REMOVE ALL TRACES OF DIRT, SAND, DUST AND DEPOSITED
SALTS. AIR BLAST EXESS WATER OFF FORMS. CONCRETING MUST NOT BE CARRIED OUT DURING STRONG
WINDS, TO AVOID CONTAMINATION OF CONCRETE AND REINFORCING WITH WIND-DRIVEN SALT.

19. CONTRACTOR IS TO CHECK HYDRAULIC & ELECTRICAL SERVICES DRAWING FOR LOCATION AND TYPE
OF ALL CAST-IN ITEMS, INCLUDING ANY NECESSARY CONDUITS AND PENETRATIONS FOR FUTURE SERVICES.

20. JOINTS TO BE SEALED WITH AN APPROVED FLEXIBLE SIKAFLEX-PRO POLYURETHANE COLOURED TO MATCH
CONCRETE.

21, LAP MESH 225mm UNLESS NOTED OTHERWISE.

22, LAP BOTTOM BEAM REINFORCEMENT 600 AT PILES WHERE REQUIRED U.N.O.

23. LAP TOP BEAM REINFORCEMENT 600 AT MID-SPAN WHERE REQUIRED U.N.O.

24, REINFORCEMENT LAP SPLICE LENGTHS (MILLIMETRES) (U.N.O ON DRAWINGS OR ABOVE)

 

 

 

 

BAR LOCATION D500N BAR DIAMETER (mm)
42 [16 [20 [24 [28 [32
LAP LENGTH (mm)

HORIZONTAL BARS WITH MORE THAN [600 [800 1100 1500 1800 2250

|300mm OF CONCRETE CAST UNDER
(BEAM AND FOOTING TOP STEEL) *

 

ALL OTHER BARS (BOTTOM STEEL, 450 600 1850 4200 4400 4750
|COLUMNS, WALLS) *

 

 

 

 

 

 

 

* NOTE: LAP LENGTHS MAY BE REDUCED BY 20% FROM THE ABOVE VALUES WHERE LAP SPLICES ARE STAGGERED WITH NO
IMORE THAN 50% OF REINFORCEMENT LAPPED AT ANY ONE POINT

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 
 

 

 

 

 

  

 

 

 

 

 

 

WELDED MESH [225mm LAP U.N.O
A DEPTH OF 500mm TO DETERMINE IF LARGE ROOTS ARE PRESENT. SHOULD LARGE ROOTS BE ENCOUNTERED
THEY SHOULD BE BROUGHT TO THE ATTENTION OF THE CITY ARBORIST.

COPYRIGHT © ‘Associated Consultants Client Drawn Verified Project Drawing Ti Scale [Sheet Size
copyright n ecordenca UNIVERSAL PROPERTY A VENESS S. PRYSTUPA PROPOSED NEW RESIDENCE AT GENERAL NOTES SHEET2  [~ssHOWN| A1
agreement between Tod jesigne’ erie
natn ty Bae and ce COMPANY H. GRAY s.prystupA _|71 SEAVIEW TCE, SUNSHINE BEACH Drawing Number
Used fr this specific project. ESTABLISHMENT engineers & project managers Approved RPEQ No RDP RPA97117 14517-N2

Noosa: 07 5449 9600 S.PRYSTUPA 1137 LOCAL AUTHORITY NOOSA
foreonsmucton Senne 5 ox, Noosa, GLO S00 Signed Date MCU APPROVAL 14/0084 HORIZ DATUM MGADERIVED DCDB © 19 2 30 4050 Sheet Revision
‘igsued for construction inthe |_A_ | 27.1.16| OPERATIONAL WORKS APPROVAL AY. [email protected] a fodconeuling com DECEMBER 2015 | ROL APPROVAL VERT DATUM AHD —AHD-PM103003 ee ee eee 20f 3 A
revision description Rev] Date [Revision Description Drawn ABN 90 128 06 396 OPW APPROVAL RL 41.410 EMENT BAR - INCREMENTS Ben

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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SPECIFICATION FOR EXTERNAL DURABLE CONCRETE

1.

9.

ALL EXTERNAL CONCRETE IS TO BE S40 (SLABS ON GROUND TO BE S32) IN ACCORDANCE WITH AS 1379. -
MINIMUM EXTERNAL COVER TO BE 50mm (REFER TABLE ABOVE).

CEMENT COMPOSITION BY WEIGHT TO CONSIST OF 75 % TYPE GP CONFORMING TO REQUIREMENTS OF AS.
3972; 20% FLYASH CONFORMING TO REQUIREMENTS OF AS 3582.1 PART 1; AND 5% "KAOLITE" FLYASH. KAOLITE
|S A BRANDED PROPRIETARY PRODUCT BY CEMENT AUSTRALIA, AND SHOULD CONFORM WITH THEIR,
PRODUCT SPECIFICATION.

SLUMPS SHALL BE AT LEAST 100mm, BUT MAY NEED TO BE HIGHER FOR CONSTRUCTION REASONS SUCH AS
PUMPING. SLUMP TOLERANCES, TESTING FREQUENCY AND REJECTION CRITERIA BASED ON SLUMP SHOLD BE
IN ACCORDANCE WITH AS 1012.3.

MAXIMUM (WATER : CEMENTITIOUS CONTENT) RATIO FOR MIX TO BE 0.4. USE OF HIGH RANGE WATER
REDUCERS (PLASTICIZERS) ARE ALLOWED TO MAINTAIN REQUIRED SLUMPS WITHOUT ADDITIONAL WATER.

INTENSE COMPACTION OF ALL CONCRETE ELEMENTS |S REQUIRED. A COMPLETE DOCUMENTATION OF THE
INTENDED COMPACTION METHODS |S REQUIRED TO BE SUBMITTED BY THE CONCTRACTOR, AND FORMS PART
OF THE REQUIRED TENDER SUBMITTAL DOCUMENTS. ALL METHODS MUST FOCUS ON THE GENERAL
REQUIREMENT TO GUARANTEE OPTIMUM COMPACTION AT ALL EXTERNAL SURFACES.

PRE-CAST CONCRETE SHALL BE COMPACTED USING RIGID STEEL FORMS ON VIBRATING TABLES AND / OR
FORM VIBRATORS.

TO MINIMISE THE INCIDENCE OF PLASTIC SHRINKAGE CRACKING, THE USE OF A PROPRIETARY ALIPHATIC
ALCOHOL PRODUCT TO MINIMISE EARLY AGE MOISTURE LOSS THROUGH EVAPORATION IS MANDATORY ON
ALL FLATWORK SURFACES OF CONCRETE PLACEMENT WORK. THIS PRODUCT SHALL BE APPLIED AS A SPRAY,
OR ROLLER APPLIED, IMMEDIATELY AFTER SCREED AND BULLFLOATING OF THE PLASTIC CONCRETE SURFACE.
IT SHALL BE RE-APPLIED AFTER EACH SUBSEQUENT WORKING OF THE SURFACE. THE PROPRIETARY
ALIPHATIC ALCOHOL PRODUCT MUST BE NOMINATED IN THE SUBMITTED TENDER, ALONG WITH AN INTENDED
APPLICATION DESCRIPTION, BOTH OF WHICH ARE REQUIRED TO BE APPROVED BY THE ENGINEER. A CURING
PROCEDURE, AND IN NO WAY REPLACES CURING. %%UIS NOT NOTE: ALIPHATIC ALCOHOL

CURING SHALL CONSIST OF THE FOLLOWING METHODS:

a. CURING OF SLABS SHALL BE CURED BY EITHER WATER CURING BY CONTINUOUS SURFACE PONDING.
OR BY AN APPROVED SPRAYED OR ROLLER APPLIED CURING COMPOUND. WHERE CONTINUOUS.
WATER CURING IS ADOPTED, THE CONTINUOUS PERIOD SHALL LAST FOR 14 DAYS. ONE METHOD OF
ACHIEVING WATER CURING IS TO POND THE SURFACE WITH 20mm WATER USING CLEAN SAND TO DAM
THE SURFACE. THE WATER SHALL NOT BE ALLOWED TO DRY OUT. WHERE A PROPRIETARY SPRAYED
OR ROLLER APPLIED CURING COMPOUND IS USED, THE PRODUCT SHALL BE NOMINATED AND.
REQUIRES APPROVAL BY THE ENGINEER. THE PRODUCT SHALL CONFORM TO REQUIREMENTS OF AS
3700 "LIQUID MEMBRANE FORMING CURING COMPOUNDS FOR CONRETE", AND MUST ACHIEVE.
EFFICIENCY RATING OF MINIMUM 90%, WHEN COMPARED TO CONTINUOUS WATER CURING.

b, CURING OF FORMED WALLS MAY BE CURED BY EITHER LEAVING THE SHUTTERED FORMWORK IN
PLACE FOR A PERIOD OF 14 DAYS OR BY AN APPROVED SPRAYED OR ROLLER APPLIED CURING
COMPOUND, APPLIED IMMEDIATELY AFTER THE SHUTTERS ARE REMOVED. WHERE A PROPRIETARY
CURING COMPOUND IS USED, THE PRODUCT SHALL BE NOMINATED AND REQUIRES APROVAL BY THE
ENGINEER. THE PRODUCT SHALL CONFORM TO REQUIREMENTS OF AS 3799 "LIQUID MEMBRANE
FORMING CURING COMPOUINDS FOR CONCRETE", AND MUST ACHIEVE EFFICIENCY RATING OF
MINIMUM 90%, WHEN COMPARED TO CONTINUOUS WATER CURING.

A COMPLETE DOCUMENTATION OF THE INTENDED CURING METHOD IS REQUIRED TO BE SUBMITTED BY THE
CONTRACTOR, AND FORMS PART OF THE REQUIRED TENDER SUBMITTAL DOCUMENTS. THE COMPACTION
METHOD NEEDS TO BE APPROVED BY THE ENGINEERS BEFORE THE TENDER IS DEEMED TO BE A
CONFORMING BID ON THIS CONTRACT. PARTICULAR EMPHASIS WILL BE PLACED ON INSPECTIONS AND OTHER,
SITE CONTROL METHODS OF ENSURING THE DOCUMENTED COMPACTION METHODS ARE CARRIED OUT
SUCCESSFULLY.

. IN ADDITION TO THE ABOVE REQUIREMENTS, ALL PRE-CAST CONCRETE SHALL BE FURTHER PROTECTED BY

APPLICATION OF SIKAGARD 700S & 680S AS PER "PRE-CAST CONCRETE" NOTE 3, SHEET OP02.

CONCRETE BLOCK MASONRY

1.

10.
11.

ALL CONCRETE BLOCK MASONRY WORK IS TO BE EXECUTED IN ACCORDANCE WITH
OF:

THE CURRENT EDITION

AS 3700 - SAA MASONRY STRUCTURES
AS 4455 - CONCRETE BUILDING BLOCKS
AS 3600 - SAA CONCRETE STRUCTURES

FOR CONCRETE FILLED CAVITIES, CLEAN OUT BLOCKS SHALL BE USED AT THE BASE OF THE WALL UNLESS
SHOWN OTHERWISE. JOINT MORTAR SHALL BE TRIMMED FLUSH WITH THE INSIDE FACE OF THE CAVITY. TOP
OF FOOTING TO BE SCABBLED. CAVITIES TO BE INSPECTED BY THE ENGINEER PRIOR TO POURING CONCRETE.

REINFORCING COVER SHALL BE MAINTAINED BY THE USE OF PLASTIC *BLOCKAID' REINFORCEMENT LOCATION
BRACKETS OR EQUAL

MINIMUM COVER TO REINFORCEMENT 20mm FROM INSIDE FACE OF BLOCK.

CONCRETE MIX USED TO FILL CAVITY TO HAVE CHARACTERISTIC COMPRESSIVE — STRENGTH OF 40MPa (fc)
MAXIMUM SLUMP 200mm, MAXIMUM AGGREGATE SIZE OF 10mm (MAX 6 COURSE HEIGHT PLACED AT ONE TIME
RECOMMENDED).

BLOCKWORK MUST NOT BE BUILT ON CONCRETE SLABS OR BEAMS UNTIL FORMWORK
HAS BEEN REMOVED.

MORTAR TO BE MIXED IN THE PROPORTION OF 1 : 0.25 : 3 CEMENT:HYDRATED LIME : SAND (OR EQUIVALENT
CEMENT - SAND MORTAR WITH PLASTICISER) AND MORTAR COMPRESSIVE STRENGTH AT 28 DAYS TO BE
15MPa MINIMUM.

CONCRETE BLOCKS TO HAVE A CHARACTERISTIC STRENGTH of 14 MPa MINIMUM.

BLOCK TYPE: SHALL BE “H” (SINGLE WEB) BLOCKS U.N.O: 20.48/30.48 FOR LONG LIFE. FULL BLOCKS
15.01/20.01/30.01 SHALL BE REJECTED BY THE SUPERINTENDENT.

PROVIDE CLEAN OUT BLOCKS TO BOTTOM COURSE OF ALL CONCRETE FILLED MASONARY WALLS.
WHERE NO REINFORCING |S DESIGNATED IN DETAILS OR SECTIONS PROVIDE THE FOLLOWING.

N16 VERTICALS AT EACH SIDE OF OPENINGS, AT EACH END OF WALL, AND AT 400 MAX. CRS. IN
BETWEEN - 600 LAPS.

N12 AT 400 HORIZONTAL - 600 LAPS ( INCLUDING 'L' BARS AT CORNERS UNLESS NOTED OTHERWISE )

SUPPORTING SAME

CONTIGUOUS PILING

1. CONTIGUOUS CONCRETE PILING TO BE 450 DIAMETER TO DEPTHS INDICATED ON PLANS AND SECTIONS.
CONCRETE STRENGTH F'c= 32MPa. THE CONCRETE MIX DESIGN IS TO BE DESIGNED BY THE CONTRACTOR TO.
SUIT HIS INSTALLATION EQUIPMENT, INCLUDING ANY APPROPRIATE PLASTICIZERS OR RETARDANTS. MINIMUM
CONCRETE COVER TO BE 75mm. THE PILING OPERATION MUST BE CARRIED OUT IN SUCH A WAY AS TO
COMPLETELY AVOID THE RISK OF NECKING IN THE PILES, SO WITHDRAWAL RATE OF THE AUGER AND GROUT
PRESSURES MUST BE CO-ORDINATED TO ENSURE A FULLY COMPACTED TOTAL CROSS SECTION ALLOWING
CENTRAL PLACEMENT OF THE REINFORCING CAGE, THE PILES SHALL FORM A FULL CONTACT CONTIGUOUS
STRUCTURE.

2. NOMINAL DEPTHS OF CONTIGUOUS PILINGS ARE INDICATED IN THESE DOCUMENTS BASED ON THE AVAILABLE
SOILS INFORMATION. THE CONTRACTOR MUST REVIEW THE SOIL CONDITIONS IN THE SOIL REPORT, AND
STUDY THE AVAILABLE ACCESS ON SITE, TO ENSURE THE PROPOSED EQUIPMENT IS SUITABLE FOR THE
PROJECT. DEPTHS AND DIAMETER OF CONTIGUOUS PILING MAY BE VARIED AT THE DISCRETION OF TOD
CONSULTING ENGINEERS OR GEOTECHNICAL ENGINEER DEPENDING ON CONDITIONS FOUND.

3. THE CONTRACTOR SHALL RECORD ALL RELEVANT CONDITIONS ENCOUNTERED ON SITE INCLUDING VOLUMES,
OF FILL REMOVED, LEVELS OF GROUND WATER, AND DEPTH TO VARIOUS SOILS EG. DENSE SAND / ROCK ETC,
DEPTH TO BASE OF PILES, AND VOLUME OF CONCRETE USED IN EACH PILE.

4, THE SITE SHALL BE PROTECTED BY ADEQUATE APPROVED SILT AND EROSION CONTROL.

5. TO PRESERVE AND PROTECT THE EXISTING TREES, IT IS ESSENTIAL THAT THE CONTRACTOR EXERCISE
EXTREME CARE WHEN CONSTRUCTING THE CONTIGUOUS PILED WALLS. ANY TEMPORARY TIE BACKS MUST BE
REMOVED FROM ADJACENT PROPERITIES AFTER COMPLETION OF CONSTRUCTION.

6. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT MAY VARY DEPENDING ON GROUND
CONDITIONS, THE CONTRACTOR SHALL PRICE THE WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON
THE DRAWINGS, AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON THE ACTUAL DEPTH
OF PILES INSTALLED ON SITE, COSTED AT THE APPROPRIATE AGREED RATE IN THE CONTRACT.

7. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION DAMAGE, OR OTHER DEGRADATION
OF ADJACENT STRUCTURES, SERVICES ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED |S
TO BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE.

8. THE CONTRACTOR SHALL CONCRETE GROUT ALL GAPS IN CONTIGUOUS PILED WALLS.

9. THE CONTRACTOR SHALL CO-ORDINATE WITH TOD CONSULTING, REGARDING TEMPORARY PROPPING, TIE
BACKS AND PILING PROCEDURES, TO ENSURE PILES ARE NEVER OVERSTRESSED DURING CONSTRUCTION,
AND OVERALL SAFETY |S MAINTAINED.

10. THE SET OUT OF CONTIGUOUS PILING MUST TAKE INTO ACCOUNT TYPICAL CONSTRUCTION TOLERANCES FOR
LOCATION AND INCLINATION, TO MAINTAIN ADEQUATE CLEAR CAVITIES BEHIND DRY WALLS.

SCREW PILING

1, SCREW PILES SHALL BE HOT DIP GALVANISED STEEL CHS FILLED WITH 25MPa CONCRETE GROUT. PAINT TOP.
2.0m WITH 2 COATS HIGH BUILD MARINE EPOXY - INTERGARD 278.

2. SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE CONTRACTOR USING THE PARAMETERS
OUTLINED IN THE GEOTECHNICAL REPORT, AND ANY OTHER ADDITIONAL SOIL TESTING REQUIRED BY SCREW
PILE INSTALLER.

3. SCREW PILES MUST FOUND AT A DEPTH SUITABLE FOR SUPPORTING THE REQUIRED SPECIFIED SAFE
WORKING LOAD AS PER CONTRACTOR'S DESIGN. FOUNDING DEPTH MUST ALSO BE AT LEAST 5.0m BELOW THE
27° PROJECTED LINE FROM BASE OF SLOPE, AND AT LEAST 7.0m BELOW ORIGINAL GROUND LEVEL.

4, THE CONTRACTOR SHALL PROVIDE CERTIFICATION BY AN RPEQ THAT ALL SCREW PILES HAVE BEEN DESIGNED
AND INSTALLED IN ACCORDANCE WITH THIS SPECIFICATION.

5. THE CONTRACTOR |S ADVISED THAT THERE |S LIKELY TO BE LAYERS OF WEATHERED SANDSTONE
ENCOUNTERED ON SITE, REQUIRING PRE-BORING PRIOR TO PILE INSTALLATION. A RATE FOR PRE-BORING
SHALL BE PROVIDED.

6. MINIMUM DEPTHS OF PILING ARE INDICATED ON DRAWINGS. DEPTHS MAY NEED TO BE GREATER TO ACHIEVE
THE SPECIFIED SAFE WORKING LOAD, AS PER PILE INSTALLER'S DESIGN.

7. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT WILL VARY DEPENDING ON GROUND
CONDITIONS, THE CONTRACTOR SHALL PRICE THE WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON
THE DRAWINGS, AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON THE ACTUAL DEPTH
OF PILES INSTALLED ON SITE, COSTED AT THE APPROPRIATE AGREED RATE IN THE CONTRACT.

8. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION DAMAGE, OR OTHER DEGRADATION
OF ADJACENT STRUCTURES, SERVICES ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED |S
TO BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE

ENGINEERING INSPECTION SCHEDULE

1. THE CONTRACTOR SHALL GIVE AT LEAST 48 HOURS NOTICE OF NECESSARY ENGINEERING SITE INSPECTIONS,
WHICH ARE REQUIRED TO BE CARRIED OUT BY TOD CONSULTING ENGINEERS FOR THE EVENTUAL
CERTIFICATION OF THE AS-CONSTRUCTED WORKS

2. MINIMUM INSPECTION REQUIREMENTS ARE:-

ALL TEMPORARY WORKS INCLUDING ACCESS TRACKS, SCOUR PROTECTION, TEMPORARY STORM
WATER COLLECTION, SCAFFOLDING, EXCAVATION, SHORING, PROPPING, AND ALL RETAINING WALL
STRUTTING.

BASE OF ALL EXCAVATIONS.

ALL REINFORCING FOR BOTH IN-SITU AND PRECAST CONCRETE.

PILING INSTALLATION, AND PILOT HOLE DRILLING.

ALL PRESTRESSING OPERATIONS AND GROUND ANCHOR INSTALLATION.

CONCRETE PLACEMENT.

STRUCTURAL STEELWORK, ALUMIMUM STAIRS ETC. - INCLUDING SHOP DRAWINGS APPROVAL.
TIE-DOWN, BRACING WALL CONSTRUCTION FOR TOILET BLOCKS.

STRUCTURAL FIXING OF WINDOW FRAMES AND DOOR FRAMES TO CONCRETE STRUCTURE.

SITE CONSTRUCTION PROCEDURES

1. CAR PARKING, BULK MATERIAL STORAGE ON SITE IN INITIAL SET UP PHASE, AS PER TEMPORARY ACCESS
PLAN.

2. COMPLETE EXISTING CONDITION ( DILAPIDATION ) SURVEYS ON ADJACENT PROPERTIES

3. ESTABLISH SURVEY POINTS ACROSS ENTIRE SITE TO MONITOR ANY SURFACE MOVEMENTS THROUGHOUT
CONSTRUCTION PHASE. RESURVEY MONITOR POINTS PRIOR TO THE COMMENCEMENT OF EACH
CONSTRUCTION PHASE 1, 2, 3 & 4, ONE MONTH AFTER COMPLETION OF PILING WORKS AND AGAIN ONE
MONTH AFTER COMPLETION OF ALL STRUCTURAL WORKS.

4. ESTABLISH EXTENDED TEMPORARY CONCRETE PAVED VEHICLE TURN AROUND ON SITE USING
TEMPORARY SCREW PILE AND SLEEPER WALLS (TIED-BACK), SAND-FILLED GEOFABRIC, OR GABION
MATTRESSES AT SOUTH-WEST CORNER OF SITE

5. DESIGN AND CONSTRUCT TEMPORARY ACCESS PLATFORMS FOR CFA PILING RIG AND PROCEED TO BUILD
THE PERMANENT WORKS AS PER DIAGRAMMATIC CONSTRUCTION STAGES 1-7. INSTALL EROSION
CONTROL FENCES.

6. PROTECT ALL VEGETATION AS PER ENVIRONMENTAL PLAN

7. ALLCONCENTRATED STORMWATER MUST BE DISPOSED OF VIAAPPROVED STORMWATER DISCHARGE
SYSTEM AT ALL STAGES OF CONSTRUCTION

8. ALL TEMPORARY ACCESS TRACKS MUST BE CONSTRUCTED ON 150 GRAVEL LAID OVER GEOFABRIC AND
CONTOURED TO AVOID CONCENTRATIONS OF SURFACE RUNOFF. MAXIMUM UNRETAINED FILL DEPTH TO
1m.

9. NOTE THAT THE SURFACE SANDS AT THE SOUTH - EASTERN AREA OF THE SITE THE SAFE NATURAL STABLE
ANGLE OF THE SAND, AND ABOVE ARE CONSEQUENTLY ANY WORK IN THE AREA MUST BE CARRIED OUT
WITH EXTREME CAUTION, UNDER SUPERVISION OF GEOTECHNICAL ENGINEER, WHILE REGULARLY
MONITORING SURFACE MOVEMENTS. IT |S PROHIBITED TO ADD ANY DEPTH OF UNRETAINED FILL ON THIS.
SITE.

10. SIZE, TYPE, DEPTH AND LENGTH OF PILES ARE BASED ON TYPICAL ASSUMED GROUND CONDITIONS AND,
THE MORRISON AND SCG GEOTECHNICAL INVESTIGATIONS OF THE GROUND MATERIAL ON SITE. FINAL
PILING DETAILS, GROUT INJECTION AND CONSTRUCTION PROCEDURE WILL BE CONFIRMED AFTER
DETAILED ANALYSIS OF THE GEOTECHNICAL INVESTIGATION REPORT. PILING DETAILS MUST ALSO BE
CO-ORDINATED WITH ADITIONAL DETAILS FROM SPECIALIST PILING CONTRACTORS. THE CFA
CONTIGUOUS GROUT REPLACEMENT RETAINING WALLS, TIE-BACKS AND STRUTTING ARE TO BE DESIGNED
AND RPEQ CERTIFIED BY THE CONTRACTOR IN ACCORDANCE WITH THE CURRENT RELEVANT AUSTRALIAN
CODES.

11. DEPTH, SIZE, LAYOUT AND TYPE OF PILING IS SCHEMATIC ONLY AND SHALL BE PRICED WITH APPROPRIATE
RATES TO ALLOW PRICING OF VARIATIONS IN AS-CONSTRUCTED PILING WHICH MAY VARY DEPENDING ON
EXACT CONDITIONS ENCOUNTERED ON SITE DURING CONSTRUCTION.

12. THE CONTIGUOUS PILED WALLS SHALL BE GROUTED AND REPAIRED AS_ REQUIRED AT ANY AREAS WHERE
CONTIGUOUS PILES HAVE NOT PROVIDED A COMPLETELY TIGHT STRUCTURAL WALL TO AVOID THE
FLUSHING OUT OF ANY RETAINED MATERIALS BETWEEN OR THROUGH THE CONTIGUOUS PILING.

13. A DRAINED AND VENTILATED INTERNAL CAVITY WALL SHALL BE PROVIDED AT ALL AREAS WHERE
BUILDING WALLS ARE RETAINING ANY SOIL.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 
 

 

 

 

 

  

 

 

 

 

 

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client. This drawing shall only
Used or this specific project. ESTABLISHMENT engineers & project managers © ORYSTUPA 137 No RDP RPA97117 14517-N3
This drawing shal Noosa: 07 sea 9600 LOCAL AUTHORITY NOOSA
for ion u Senne 5 ox, Noosa, GLO is00 Signed Date MCU APPROVAL 14/0084 HORIZ DATUM MGADERIVED DCDB ee ee ee Sheet Revision
‘igsued for construction inthe |_A_ | 27.1.16| OPERATIONAL WORKS APPROVAL AY. [email protected] i fodconeuling com DECEMBER 2015 | ROL APPROVAL VERT DATUM AHD —AHD-PM103003 ee ee eee 30f3 A
revision description. Rev] Date |Re' in Description Drawn ABN 99 128 808 996 OPW APPROVAL RL 41.410 {EMENT BAR - INCREMENTS IN mm