Attachment C Engineering design · 132003.221152.5

 

12 PARK ROAD, NOOSA HEADS

GENERAL NOTES
1. THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH:
MYLES BALDWIN LANDSCAPE ARCHITECT'S DRAWINGS AND THE SPECIFICATION.

GEOTECHNICAL REPORT: TECTONIC REPORT No. 16072-001-REV 0; DATED OCTOBER
2014,

SITE SURVEY: SUPPLIED BY DAVID LAU SURVEYOR.
2. ANY DISCREPANCY TO BE REFERRED TO THE ARCHITECT/SUPERINTENDENT IN WRITING,

3. SET OUT TO BE DONE BY SURVEY USING DIGITAL FILE OF THE ARCHITECTS DRAWINGS IN
CONJUNCTION WITH NECESSARY CRITICAL ON-SITE DIMENSIONS AND CLEARANCES.

4. CONSTRUCTION SHALL BE SET OUT USING DIMENSIONS FROM ARCHITECT'S DRAWINGS.

5. ALL LEVELS AND SETOUT POINTS SHALL BE CONFIRMED ON SITE BY REGISTERED SURVEYOR PRIOR
TO CONSTRUCTION. ADVISE ANY DISCREPANCY BEFORE PROCEEDING.

6. DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE STRUCTURAL DRAWINGS.

7. THE FOUNDATION MATERIAL TO BE CHECKED BY GEOTECHNICAL ENGINEER BEFORE THE POURING
OF THE FOUNDATIONS IS COMMENCED.

8. THE FOUNDATION MATERIAL MUST BE CAPABLE OF WITHSTANDING A BEARING PRESSURE OF NOT
LESS THAN 200kPa,

9. THE CONTRACTOR SHALL PROVIDE A COMPLETE MAINTENANCE SCHEDULE AND WARRANTIES FOR
THE PROJECT INCLUDING BUT NOT LIMITED TO:

SURFACE TREATMENT OF CONCRETE

FLEXIBLE SEALANTS

TIMBER PRESERVATIVES

PAINTED GALVANISED STEEL

ALUMINIUM

SURFACE SEALANTS OF STONEWORK AND GROUT
PROPRIETARY MORTARS AND GROUTS.

10. THE SET OUT OF STRUCTURAL MEMBERS SHALL BE ENTIRELY DEPENDENT ON THE ACCURATE
PLACEMENT OF THE PILES, WHICH MUST DETERMINE THE CENTRE LINE OF THE BEAMS OVER. PILES
MUST BE PLACED WITHIN 100mm OF THEIR DESIGNATED LOCATION. THE CONTRACTOR MUST
CARRY OUT A SURVEY OF THE AS CONSTRUCTED PILES AND ONLY THEN PROCEED WITH
CONSTRUCTION STRUCTURAL MEMBERS.

11. THE CONTRACTOR SHALL PROVIDE A FULL SET OF AS-CONSTRUCTED DRAWINGS OF THE PROJECT,
INCLUDING ALL PILE LOCATIONS, DEPTHS, LOCATION AND LENGTH OF TIE BACK ANCHORS, GROUND
BEAMS, AND CONCRETE WALLS ETC,

12. ALL WORKS ARE TO BE CARRIED OUT IN ACCORDANCE WITH THE APPROVED ENVIRONMENTAL
MANAGEMENT PLAN. (EMP )

DESIGN LOADING CRITERIA
1. STRUCTURE IMPORTANCE LEVEL: 2, (PER BUILDING CODE OF AUSTRALIA T B1.2a)
2, THE STRUCTURES HAVE BEEN DESIGNED TO CARRY THE FOLLOWING LIVE LOADS:

 

 

 

SERVICES RELOCATION

1. THE CONTRACTOR SHALL LOCATE AND IDENTIFY ALL INGROUND SERVICES AND CO-ORDINATE WITH
THE RELEVANT UTILITY AUTHORITY IF AND WHERE THEY NEED TO BE RELOCATED AND/OR
ESPECIALLY PROTECTED DURING CONSTRUCTION. METHODS OF RELOCATION AND/OR
PROTECTION MEASURES SHALL BE APPROVED BY THE RELEVANT

UTILITY AUTHORITY PRIOR TO COMMENCEMENT OF THE WORKS.

DILAPIDATION REPORT

1. THE CONTRACTOR SHALL CARRY OUT A DETAILED DILAPIDATION ( EXISTING CONDITION ) REPORT
ON THE ADJACENT LOTS, COVERING ALL BUILDINGS, STRUCTURES, FENCES, POOLS, PATHS AND
SLABS ETC. IN CONSULTATION WITH TOD CONSULTING ENGINEERS. SUBMIT 3 COPIES OF THE
REPORT TO THE SUPERINTENDENT PRIOR TO COMMENCEMENT OF ANY TEMPORARY WORKS,
GROUTING OR PILING OPERATIONS.

STAINLESS STEEL
1. ALL EXTERNAL STEELWORK SHALL BE STAINLESS STEEL GRADE 316 U.NO.

2. ALL BOLTS SHALL BE GRADE 316 (UNS $31600) A4-70. NUTS SHALL BE DUPLEX 2205 GRADE (UNS
831803).

3. WASHERS SHALL BE 316 (UNS $31600), 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.

4, 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.

5. 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 IN
ACCORDANCE WITH ASTM.A380,

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

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

EARTHWORKS NOTES

1. SOILS CONTAINING ORGANIC MATTER ARE TO BE STRIPPED FROM THE SITE. THIS MATERIAL IS NOT
SUITABLE FOR USE AS FILL ON THIS SITE.

2. THE WHOLE OF THE EXCAVATED LEVEL, IS TO BE PROOF ROLLED AND ANY UNSUITABLE GROUND,
AS DIRECTED BY THE ENGINEER, |S TO BE EXCAVATED AND REMOVED FROM SITE. THIS MATERIAL IS
TO BE REPLACED WITH IMPORTED APPROVED FILL.

3. 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)

4. COMPACTION TESTING OF FILL LAYERS IS 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.

5. THE CONTRACTOR IS TO BE RESPONSIBLE FOR LOCATING ALL EXISTING SERVICES BEFORE
COMMENCEMENT OF WORK ON SITE.

PROTECTION OF TREES

1

10.

12.

13.

14

ALL EXISTING NATURAL VEGETATION THAT WILL BE RETAINED, IS TO BE PROTECTED, THE AREA
IMMEDIATELY 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
WATERIWASHINGS 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.

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.

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

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.

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.

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

 

 

 

 

 

 

 

 

 

 

 

 

 

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.

149. 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 DS00N BAR DIAMETER (mim)

 

 

 

fa [is an Bz
LAP LENGTH (am)
HORIZONTAL BARS WITH MORE THAN jso0—e00—~(r100 600 revo ]2250

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

 

ALL OTHER BARS (BOTTOM STEEL, }450 [600 1850 i200 +7400 ——_—*/7750
ICOLUMNS, WALLS) *

 

 

 

 

 

 

 

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

 

 

WELDED MESH [ezsmm LAPUN.O

 

 

CONCRETE BLOCK MASONRY

4. ALL CONCRETE BLOCK MASONRY WORK |S TO BE EXECUTED IN ACCORDANCE WITH THE
CURRENT EDITION OF:

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

2. 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.

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

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

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

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

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

4.0 kPa GENERALLY; AS “SELF-CONTAINED DWELLING/DECK’” PER AS1170.1 EROSION & SEDIMENT CONTROL 2. THE CONCRETE MIX SHALL BE AS PER SPECIFICATION FOR EXTERNAL DURABLE CONCRETE NOTES;
“ . AND SHALL BE APPROVED BY THE ENGINEER BEFORE USE. 7. MORTAR TO BE MIXED IN THE PROPORTION OF 1 : 0.25 : 3 CEMENT:HYDRATED LIME ; SAND (OR
REFER TO STRUCTURAL SECTIONS FOR MAX PERMITTED SOIL DEPTH OF “GREEN ROOFS’ OBJECTIVES 3. THE 28 DAY CHARACTERISTIC COMPRESSIVE STRENGTH OF REINFORCED CONCRETE (fc) MUST EQUIVALENT CEMENT - SAND MORTAR WITH PLASTICISER) AND MORTAR COMPRESSIVE STRENGTH
3. RETAINING STRUCTURES: AS PER SOIL INVESTIGATION RECOMMENDATIONS. MINIMUM LATERAL 1. THESE DRAWINGS ARE PROVIDED FOR GUIDANCE ONLY. THE CONTRACTOR SHALL ASSESS NOT BE LESS THAN 40 MPa U.N.O. AT 28 DAYS TO BE 15MPa MINIMUM.
‘SOIL PRESSURE CALCULATED USING: OSTMGNG ARE REQUIRED TO SUIT THE PROPOSED CONSTRUCTION METHODOLOGY ‘SUSPENDED CONCRETE SLABS AND FOOTINGS TO BE F'c = 40 MPa (S40) 8. CONCRETE BLOCKS TO HAVE A CHARACTERISTIC STRENGTH of 14 MPa MINIMUM.
HORIZONTAL BACKFILL Ko = 0.5 AAT OCheAr oat TOeoR om” 9, BLOCK TYPE: SHALL BE “H” (SINGLE WEB) BLOCKS U.N.O: 20.48/30.48 FOR LONG LIFE, FULL BLOCKS
SLOPE BACKFILL Ko = 0.75 2. THE CONTRACTOR SHALL COMPLY WITH ALL STATUTORY REGULATIONS DURING THE MAXIMUM WATER : CEMENT RATIO TO BE 0.4 ee rO 050.07 CHALE BE MRJECTED BY tiie SUPERINTENDENT
oF CONSTRUCTION PHASE AND MAINTENANCE PERIOD. 4. THE TEST RESULTS ARE TO CONFORM WITH THE ACCEPTABILITY REQUIREMENTS OF THE .
Yn CURRENT EDITION OF AS 3600 (PROJECT ASSESSMENT REQUIRED) 10. PROVIDE CLEAN OUT BLOCKS TO BOTTOM COURSE OF ALL CONCRETE FILLED MASONARY WALL
SOIL DENSITY 18 kN 3. EROSION AND SEDIMENTATION CONTROL MAY BE AIDED BY MINIMISING THE AREA OF 5. THE MAXIMUM SIZE OF Neoneonte SHALL BE 20mm, ) ° UT BLOCKS TO BOTTOM COURS CONC as s
INCLUDE HORIZONTAL FORCES FROM LIVE LOAD SURCHARGE DISBURBANCE. 8 THE CONCRETE SHALL SLUMP TEST AT 100mm UNLESS OTHERWISE NOTED SCREW PILING
4. EARTHQUAKE DESIGN CATEGORY (AS1170.4 TABLE 2.1): 2; PROBABILITY FACTOR (kp):1; HAZARD MANAGEMENT PRINCIPLES. 7. ALL CONCRETE TO BE VIBRATED. 1. SCREW PILES SHALL BE HOT DIP GALVANISED STEEL CHS FILLED WITH 25MPa CONCRETE GROUT.
FACTOR (z): 0.08; SOIL SUBCLASS: De. 8. PROVIDE HOLES OR CHASES ONLY WHERE SHOWN ON STRUCTURAL DRAWINGS. PAINT TOP 2.0m WITH 2 COATS HIGH BUILD MARINE EPOXY - INTERGARD 278
4, THE MANAGEMENT PRINCIPLES EMPLOYED IN THIS PLAN ARE IN ACCORDANCE WITH THE 'BEST
5. THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING WIND LOADS: j SUPERINTENDENT TO ARRANGE FOR RPEQ ENGINEER REVIEW OF ANY ADDITIONAL HOLES OR
. PRACTICE EROSION AND SEDIMENT CONTROL’ MANUAL, PUBLISHED BY THE INTERNATIONAL CHASES BEFORE CARRYING OUT WORKS. 2. SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE CONTRACTOR USING THE
Vsite = 72 METERS/SEC ULTIMATE DESIGN GUST WIND SPEED (AS1170.2); AVERAGE EROSION CONTROL ASSOCIATION (IECA). THE BASIC PRINCIPLES ARE TO: 9, PROVIDE 20mm FILLETS OR CHAMFERS FOR ALL CONCRETE EDGES HAVING CONTAINED ANGLE OF PARAMETERS OUTLINED IN THE GEOTECHNICAL REPORT, AND ANY OTHER ADDITIONAL SOIL
RECURRANCE INTERVAL: 500 YEARS; REGION B NON-CYCLONIC; TERRAIN CATEGORY 2; HILL ! TESTING REQUIRED BY SCREW PILE INSTALLER.
MULTIPLIER INCL. MINIMISE THE AREA OF DISTURBANCE; LESS THAN 120°, UNO.
10. PLASTIC CHAIRS TO BE USED TO SUPPORT REINFORCEMENT AND GIVE THE CORRECT CONCRETE 3, SCREW PILES MUST FOUND AT A DEPTH SUITABLE FOR SUPPORTING THE REQUIRED SPECIFIED
6. NON-CYCLONIC AREAS - NO ALLOWANCE FOR IMPACT, INTERNAL PRESSURE COEFFICIENT BASED. CONTROL DRAINAGE PATHS UPSTREAM OF SITE AND AT OUTLETS FROM SITE; COVER. FOR MESH REINFORCEMENT, PROVIDE “PIE PLATE” SUPPORT UNDER EACH CHAIR. FOR BAR, SAFE WORKING LOAD AS PER CONTRACTOR'S DESIGN. FOUNDING DEPTH MUST ALSO BE AT LEAST
ON EFFECTIVELY SEALED BUILDING. REINFORCEMENT EXCEEDING 11MM DIAMETER, POUR 50mm MINIMUM BLINDING CONCRETE 5.0m BELOW THE 27° PROJECTED LINE FROM BASE OF SLOPE, AND AT LEAST 7.0m BELOW ORIGINAL
SLIP RATING MINIMISE EROSION; UNDERNEATH BEFORE PLACING REINFORCEMENT. GROUND LEVEL.
MINIMISE SEDIMENTATION; 11. UNLESS OTHERWISE NOTED ON THE DRAWING THE CONCRETE COVER TOTHE OUTSIDE FACE OF 4. THE CONTRACTOR SHALL PROVIDE CERTIFICATION BY AN RPEQ THAT ALL SCREW PILES HAVE BEEN
1. SLIP RATING ON ANY ACCESSIBLE HORIZONTAL SURFACES TO BE V TO AS 4586 ANY REINFORCEMENT |S TO BE AS FOLLOWS: DESIGNED AND INSTALLED IN ACCORDANCE WITH THIS SPECIFICATION.
PROGRESSIVELY REVEGETATE AND REHABILITATE THE SITE. [STRUCTURAL [CAST AGAINST FORMS COMPLYING WITH STRUCTURAL [CAST AGAINST
2. WHERE EXPOSED AGGREGATE FINISHES ARE SPECIFIED, CONCRETE SHALL BE BATCHED WITH IMEMBER ICAST AGAINST AS 1509 SAA FORMWORK CODE IOTHER: 5. THE CONTRACTOR IS ADVISED THAT THERE IS LIKELY TO BE LAYERS OF WEATHERED SANDSTONE
ANGULAR AGGREGATE SITE INSPECTION AND MONITORING: INOT EXPOSED TO WEATHER EXPOSED TO WEATHER, FORMWORK OR ENCOUNTERED ON SITE, REQUIRING PRE-BORING PRIOR TO PILE INSTALLATION. A RATE FOR
ANY CONFLICT WITH THE JOB SPECIFICATION SHALL BE PASSED TO THE SUPERINTENDENT 5. CONTRACTOR SHALL NOMINATE A PERSON RESPONSIBLE FOR INSTALLATION, MONITORING AND IGROUND WATER OR FRESH |GROUND WATER OR FRESH |THE GROUND PRE-BORING SHALL BE PROVIDED.
FOR RESOLUTION MAINTENANCE OF CONTROL MEASURES (E.G. SITE FOREMAN). Exo FOOTINGS ERLE WATER WATER = = 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
ROUND AGGREGATES ARE A SLIP HAZARD AND DANGEROUS TO PEDESTRIANS AND 6. ALL EROSION AND SEDIMENT CONTROL MEASURES SHOULD BE INSPECTED: ICAPS
CYCLISTS [STRIP FOOTINGS = 50 5 7. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT WILL VARY DEPENDING ON GROUND.
TEMPORARY WORKS AT LEAST DAILY WHEN RAIN IS OCCURING; COLUMNS OF ALL 0 50 5 CONDITIONS, THE CONTRACTOR SHALL PRICE THE WORKS BASED ON THE NOMINAL PILE DEPTHS
TYPES SHOWN ON THE DRAWINGS, AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON
Y rT Ls ,
1. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN CERTIFICATION AND APPROVALS OF ALL ATLEAST WEEKLY (EVEN IF WORK IS NOT OCCURING ON-SITE); WALLS STABS& a 30 % THE ACTUAL DEPTH OF PILES INSTALLED ON SITE, COSTED AT THE APPROPRIATE AGREED RATE IN
PILING, ETC. NECESSARY TO CARRY OLT THE WORKS " " WITHIN 24 HOURS PRIOR TO EXPECTED RAINFALL; STARS a =x = THE CONTRACT.
WITHIN 18 HOURS OF A RAINFALL EVENT 8 THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION DAMAGE, OR OTHER
2. ALL TEMPORARY WORKS SHALL BE DESIGNED BY AN RPEQ STRICTLY IN ACCORDANCE WITH THE 12. CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED BY THE ENGINEER DEGRADATION OF ADJACENT STRUCTURES, SERVICES ETC, DUE TO PILING OPERATIONS, ANY
RELEVANT STANDARDS AND LOCAL BY-LAWS TO WITHSTAND ALL EXPECTED AND SPECIFIED 7. CONTRACTOR TO CHECK AFTER RAINFALL FOR PERFORMANCE INDICATORS SUCH AS EVIDENCE 13, POUR JOINTS: THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE POURED SUCH DAMAGE INCURRED IS TO BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE
LOADINGS AS SET OUT IN THE CODES. OF EXCESSIVE FLOW CONCENTRATIONS, EROSION PATHS DEVELOPING, SILT AND SEDIMENT SHALL BE THOROUGHLY SCABBLED AND WASHED CLEAN; COAT STARTER BARS WITH TWO COATS, 9. THE SCREW PILING CONTRACTOR IS TO TEST LOAD 10% OF PILES, THE POSITION OF WHICH SHALL
THE CONTRACTOR'S ATTENTION IS DRAWN TO THE CLOSE PROXIMITY OF ADJACENT BUILDINGS ACCUMULATION. OF “NITOPRIME ZINCRICH” OR APPROVED ZINC-BASED ALTERNATIVE; COAT FACE WITH BONDING BE NOMINATED BY THE SITE ENGINEER ,
AND THE NEED TO TAKE PARTICULAR CARE TO PROTECT THESE & CONTRACTOR TO CHECK DURING RAIN THAT FLOWS ARE NOT BYPASSING CONTROL AGENT (WET TO DRY EPOXY - "NITOBOND” EP OR APPROVED ALTERNATIVE. ENGINEERING INSPECTION SCHEDULE
4. THE CONTRACTOR MUST PROVIDE A FULL AND COMPREHENSIVE WORK SCHEDULE MEASURES 14, ALL CONCRETE SURFACES ARE TO BE CURED BY AN APPROVED METHOD FOR FOURTEEN (14) ENGINEERING INSPECTION SCHEDULE
CONSTRUCTION SITE PLAN, INCLUDING ALL MEANS OF ACCESS, TEMPORARY DRAINAGE, DAYS IMMEDIATELY CONCRETE IS HARD, AND PROTECTED BY PLASTIC SHEET. 1, THE CONTRACTOR SHALL GIVE AT LEAST 48 HOURS NOTICE OF NECESSARY ENGINEERING SITE
PROTECTIVE FENCING, BARRIERS, BOARDINGS. AND SIGNAGE 9. WHEN A SITE INSPECTION DETECTS A NOTABLE FAILURE IN THE ADOPTED MEASURES, THE 15, FORMWORK TO SUSPENDED SLABS TO REMAIN IN POSITION FOR FOURTEEN (14) DAYS AFTER INSPECTIONS, WHICH ARE REQUIRED TO BE CARRIED OUT BY TOD CONSULTING ENGINEERS FOR
‘SOURCE OF THIS FAILURE MUST BE INVESTIGATED AND THE APPROPRIATE AMENDMENTS MADE POURING, PROP TO 28 DAYS. THE EVENTUAL CERTIFICATION OF THE AS-CONSTRUCTED WORKS,
THE CONTRACTOR MUST PROVIDE A FULL SAFETY PLAN, INCLUDING EMERGENCY AND TO THE SITE CONTROLS. 16. FOR SLABS ON GROUND, ALL TOPSOIL AND UPPER STRATA CONTAINING ORGANIC MATTER IS TO 2. MINIMUM INSPECTION REQUIREMENTS ARE!
PROCEDURES THE CONTRACTOR SHALL MAINTAIN A WRITTEN RECORD OF DATES OF ALL INSPECTIONS INCLUDING BE REMOVED AND REPLACED BY AN APPROVED CONSOLIDATED FILLING MATERIAL COMPACTED TO
IT IS PROHIBITED TO ALLOW ANY MATERIALS, RUBBISH, SOILS, WASTE, CHEMICALS, ETC. TO FALL ANY CORRECTIVE ACTIONS TAKEN. 95% M.M.D.D. IN ACCORDANCE WITH AS E 2.1 ALL TEMPORARY WORKS INCLUDING ACCESS TRACKS, SCOUR PROTECTION, TEMPORARY
ONTO THE BEACH TIDAL ZONE OR SEAWATER. ANY EXCESS SOILS, SEDIMENT, CONSTRUCTION 17. BAR SCHEDULE - STORM WATER COLLECTION, SCAFFOLDING, EXCAVATION, SHORING, PROPPING, AND ALL
RUBBISH ETC. ON SITE MUST BE SUITABLY CONTAINED, TO AVOID IT BENG ACCIDENTLY WASHED N- HOT ROLLED HIGH YIELD BARS TO AS 1302. RETAINING WALL STRUTTING,
OR BLOWN ONTO THE BEACH, OR INTO THE NATURAL VEGETATION ON THE LOWER PART OF THE S- HOT ROLLED DEFORMED BARS TO AS 1302. BASE OF ALL EXCAVATIONS.
SITE AND NATIONAL PARK SL - HARD DRAWN WIRE FABRIC TO AS 1302.
R-HOT ROLLED PLAIN BARS TO AS 1302 ALL REINFORCING FOR BOTH IN-SITU AND PRECAST CONCRETE.
PILING INSTALLATION, AND PILOT HOLE DRILLING.
CONCRETE PLACEMENT.
COPYRIGHT © ‘Associated Consultants ient Drawn Verified Project Drawing Title Scale [Sheet Size|
This drawing is subject to
These ee DAN BARTHO AVENESS _|S.PRYSTUPA _| PROPOSED OUTDOOR TERRACE GENERAL NOTES AS SHOWN! At
‘agreement between Tod Designed Verified
onsaing pty tt) ands H. GRAY s.prystupa | 12 PARK ROAD, NOOSA HEADS Drawing Number
client. This drawing shall only
Used for this spectc project. engineers & project managers Approved 137 No RDP 52918 16503-S01
This drawing shall not be used Noosa: 075489 9500 S. PRYSTUPA 37 LOCAL AUTHORITY NOOSA COUNCIL
9 a ‘Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2397 7 Sheet
for Until marked as 0 Boxst, Noosavil, QLD #586 Date MCU APPROVAL HORIZ DATUM © 19 2 30 4050
issued for construction’ in the | A _|14.7.16 | ISSUED FOR APPROVAL AY. jon(@consuling.com va todconsuting.com ROL APPROVAL VERT DATUM AHD aula)
JULY 2016 10f 4
revision description Rev] Date Drawn ABN 39 128 805 396 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mm