Tod Engineering Notes · OPW16/0021

 

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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