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2008/0169 Response to information request - 71 Seaview Tce Sunshine Beach · 132008.169
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REINFORCED CONCRETE SPECIFICATION FOR CONTIGUOUS PILING
1 ALL CONCRETE WORK IS TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EXTERNAL DURABLE CONCRETE 1. CONTIGUOUS CONCRETE PILING TO BE 600 DIAMETER TO DEPTHS INDICATED ON PLANS AND SECTIONS.
EDITION OF - AS 3600 - SAA CONCRETE STRUCTURES
AS 1379 - READY-FIXED CONCRETE CONCRETE STRENGTH F'(: 32MPA. THE CONCRETE MX DEISGII IS TO BE DESIGNED BY THE CONTRACTOR
I. ALL EXTERNAL CONCRETE IS TO BE S40 I SLABS ON GROUND TO BE 532 I N
TO SUIT HIS NSTALLATIDN EOIIPMENT, IKLUDNG ANY APPROPRIATE PLASTICIZERS OR RETARDANTS.
2 THE CONCRETE MIX SMALL BE APPROVED BY THE ENGINEER ACCORDANCE WITH AS 1379. - MINIMUM EXTERNAL (OVER TO BE SOm.
BEFORE USE - REFER ALSO TO DURABLE CONCRETE NOTES PNMM CONCRETE COVER TO BE ISML THE PILING OPERATION MUST BE CARRIED OUT IN SIKH A WAY
2. CEMENT COMPOSITION BY WEIGHT TO CONSIST OF 7S % TYPE GP CONFORMING TO
3 THE 28 DAY CHARACTERISTIC COMPRESSIVE STRENGTH OF REINFORCED CONCRETE ltd AS TO COMPLETELY AVOID THE RISK OF NECKING IN THE PILES, SO WITHDRAWAL RATE OF THE AUGER
REQUIREMENTS OF AS 3972, 20% FLYASH CONFORMING TO REQUIREMENTS OF AS 3582.1 PART
MUST NOT BE LESS THAN 40 MPG UNO MINIMUM CEMENTITIOUS CONTENT TO AND GROUT PRESSURES MUST BE CO-ORDINATED TO ENSURE A FULLY COMPACTED TOTAL CROSS
I, AND S% "KAOLITE" FLYASH. KAOLITE IS A BRANDED PROPRIETARY PRODUCT BY CEMENT
BE 450 Ng/m3 MAXIMUM WATER . CEMENT RATIO TO BE 0.4 SECTION ALLOWING CENTRAL PLACEMENT OF THE REINFORCING (AGE, THE PILES SHALL FORM A FULL
AUSTRALIA. AND SHOULD CONFORM WITH THEIR PRODUCT SPECIFICATION.
CONTACT CONTIGUOUS STRUCTURE.
CONCRETE SLABS ON GROUND TO BE F'c = 32 MPG IS321 3. SLUMPS SHALL BE AT LEAST TOOMM, BUT MAY NEED TO BE HIGHER FOR CONSTRUCTION
MASS CONCRETE PIERS TO BE PC = 25MPG IS251 REASONS SUCH AS PUMPING. SLUMP TOLERANCES, TESTING FREQUENCY AND REJECTION 2. NOMINAL DEPTHS OF CONTIGUOUS PILINGS ARE NIICATED IN THESE DOCUMENTS BASED ON THE
4 THE TEST RESULTS ARE TO CONFORM WITH THE ACCEPTABILITY REQUIREMENTS OF CRITERIA BASED ON SLUMP SHOD BE N ACCORDANCE WITH AS 1012.3. AVAILABLE SOILS INFORMATION.
THE CURRENT EDITION OF AS 3600 (PROJECT ASSESSMENT REQUIRED) 4. MAX" IWATER (EMNTITIOUS CONTENT) RATIO FOR MIX TO BE 0.4. USE OF HIGH THE CONTRACTOR MUST REVIEW THE SOIL CONDITIONS N THE SOL REPORT. AND STUDY THE AVAILABLE
5 THE MAXIMUM SIZE OF AGGREGATE SHALL BE 20r RANGE WATER REDUCERS (PLASTICIZERS( ARE ALLOWED TO MAINTAIN REQUIRED SLUMPS ACCESS ON SITE. TO ENSURE THE PROPOSED EQUIPMENT IS
6 THE CONCRETE SHALL SLUMP TEST AT MOOm. UNLESS OTHERWISE NOTED WITHOUT ADDITIONAL WATER. SUITABLE FOR THE PROJECT. DEPTHS AND DIAMETER OF CONTIGUOUS PILING MAY BE VARIED AT THE
7 ALL CONCRETE TO BE VIBRATED S. INTENSE COMPACTION OF ALL CONCRETE ELEMENTS IS REQUIRED. A COMPLETE DISCRETION OF TOO CONSULTING ENGINEERS OR GEOTEDtl(AL ENGINEER DEPENDING ON CONDITIONS FOUND
8 NO HOLES OR CHASES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DOCUMENTATION OF THE INTENDED COMPACTION METHODS IS REQUIRED TO BE SUBMITTED BY ON SITE.
DRAWING SHALL BE MADE IN CONCRETE MEMBERS WITHOUT THE PRIOR APPROVAL 3. THE CONTRACTOR SHALL RECORD ALL RELEVANT CONDITIONS ENCOUNTERED ON SITE INCLUDING
THE CONCTRACTOR, AND FORMS PART OF THE REQUIRED TENDER SUBMITTAL DOCUMENTS. ALL
OF THE ENGINEER
METHODS MUST FOCUS ON THE GENERAL REQUIREMENT TO GUARANTEE OPTIMUM COMPACTION VOLUMES OF FILL REMOVED. LEVELS OF GROUND WATER, DEPTH TO VARIOUS SOILS EG. DENSE
9 PLASTIC CHARS TO BE USED TO SUPPORT REINFORCEMENT AND GIVE THE
AT ALL EXTERNAL SURFACES. SAND / ROCK ETC, DEPTH TO BASE OF PILES. AND VOLUME OF CONCRETE USED IN EACH PILE.
CORRECT CONCRETE (OVER
6. PRE-CAST CONCRETE SHALL BE COMPACTED USK RIGID STEEL FORMS ON VIBRATING 4. THE SITE SMALL BE PROTECTED BY ADEQUATE APPROVED SILT AND EROSION CONTROL.
10 UNLESS OTHERWISE NOTED ON THE DRAWING THE CONCRETE COVER TO THE
OUTSIDE FACE OF ANY REINFORCEMENT 15 TO BE AS FOLLOWS -
TABLES AND / OR FORM VIBRATORS.
S. TO PRESERVE AND PROTECT THE EXISTING TREES, IT IS ESSENTIAL THAT THE
7. TO MINIMISE TM INCIDENCE O PLASTIC SHRINKAGE CRACKING, THE USE OF A PROPRIETARY
CONTRACTOR EXERCISE EXTREME CARE WHEN CONSTRUCTING THE CONTIGUOUS
STRUCTUGL CAST AGAINST FOBS COMPLYING WITH ALIPHATIC ALCOHOL PRODUCT TO MINIMISE EARLY AGE MOISTURE LOSS THROUGH EVAPORATION
MEMBER AS ISM SAA FORMWORK( (ODE CAST AGAINST PILED WALLS.
OTHER IS MANDATORY ON ALL FLATWORK SURFACES OF CONCRETE PLACEMENT WORK. TINS PRODUCT
FORMWORK OR 6 ANY TEMPORARY TIE BACKS MUST BE REMOVED FROM ADJACENT PROPERITIES AFTER
NOT EXPOSED TO EXPOSED TO WEATHER
THE GROW
SHALL BE APPLIED AS A SPRAY, OR ROLLER APPLIED, IMMEDIATELY AFTER SCREED AND
WEATHER GROUND WATER GROUND WATER OR BULFLOATING OF THE PLASTIC CONCRETE SURFACE. IT SHALL BE RE-APPLIED AFTER EACH COMPLETION OF CONSTRUCTION.
OR FRESH WATER FRESH WATER
SUBSEQUENT WORKING OF THE SURFACE. THE PROPRIETARY ALIPHATIC ALCOHOL PRODUCT 7. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT MAY VARY
PAD FOOTINGS
I PILE UPS IS 75 MUST BE NOMINATED IN THE SUBMITTED TENDER, ALONG WITH AN INTENDED APPLICATION DEPENDING ON GROUND CONDITIONS, THE CONTRACTOR SHALL PRICE THE
DESCRIPTION. BOTH OF WHICH ARE REQUIRED TO BE APPROVED BY THE ENGINEER. WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON THE DRAWINGS,
STRP FOOTINGS so 65
NOTE ALIPHATIC ALCOHOL IS NOT A CURING PROCEDURE. AND N NO WAY REPLACES CURING. AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON
COLUMNS OF THE ACTUAL DEPTH OF PILES INSTALLED ON SITE, COSTED AT THE 0 19.1L10 FOR APPROVAL
00 SIT 75
ALL TYPES 6. CURING SHALL CONSIST OF THE FOLLOWING METHODS APPROPRIATE AGREED RATE IN THE CONTRACT. ( 17.10.10 FOR APPROVAL
WALLS SLABS • CURING OF SLABS SHALL BE CURED BY EITHER WATER CURING BY CONTINUOUS SURFACE 8. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION B 12.11.10 PRELIMINARY ISSUE TO CONSULTANTS
I STAIRS
40 50 6S
POMDING OR BY AN APPROVED SPRAYED OR ROLLER APPLIED CURING COMPOUND. DAMAGE, OR OTHER DEGRADATION OF ADJACENT STRUCTURES, SERVICES A 28.10.10 PRELIMINARY ISSUE TO ARCHITECT
BEAMS 40 50 65 WHERE CONTINUOUS WATER CURING IS ADOPTED, THE CONTINUOUS PERIOD SHALL LAST ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED IS TO b G=..y M^^
FOR 14 DAYS. ONE METHOD O ACHIEVING WATER CURING IS TO POND THE SURFACE BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE
11 CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED BY THE ENGINEER WITH 20MM1 WATER USING CLEAN SAND TO DAM THE SURFACE. THE WATER SHALL NOT 9. THE CONTRACTOR SHALL CONCRETE GROUT ALL GAPS IN CONTIGUOUS PILED WALLS.
12 THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE POURED BE ALLOWED TO DRY OUT. WHERE A PROPRIETARY SPRAYED OR ROLLER APPLIED 10. THE CONTRACTOR SHALL CO-ORDINATE WITH TOD CONSULTING. REGARDING TEMPORARY
SHALL BE THOROUGHLY SCABBLED AND WASHED CLEAN
13 ALL CONCRETE SURFACES ARE TO BE CURED BY AN APPROVED METHOD FOR FOURTEEN
CURING COMPOUND IS USED, THE PRODUCT SHALL BE NOMINATED AND REQUIRES
APPROVAL BY THE ENGINEER. THE PRODUCT SHALL CONFORM TO REQUIREMENTS OF AS
PROPPING, TIE BACKS AND PILING PROCEDURES, TO ENSURE PILES ARE NEVER OVERSTRESSED
DURING CONSTRUCTION, AND OVERALL SAFETY IS MAINTAINED. PROPOSED RESIDENCE
1141 DAYS IMMEDIATELY CONCRETE IS HARD, AND PROTECTED BY PLASTIC SHEET
14 FORMWORK TO SUSPENDED SLABS TO REMAIN N POSITION FOR FOURTEEN (14)
3700 -LIQUID MEMBRANE FOPIG CURING COMPOUNDS FOR CONRETE", AND MUST
ACHIEVE EFFICIENCY RATING OF MINIMUM 90%, WHEN COMPARED TO CONTINUOUS WATER
11. THE SET OUT OF CONTIGUOUS PILING MUST TAKE INTO ACCOUNT TYPICAL CONSTRUCTION
TOLERANCES FOR LOCATION AND INCLINATION, TO MAINTAIN ADEQUATE CLEAR CAVITIES
LOT 1
DAYS AFTER POURING. PROP TO 28 DAYS
IS FOR SLABS ON GROUND. ALL TOPSOIL AND UPPER STRATA CONTAINING ORGANIC
•
CURING.
CURING OF FORMED WALLS MAY BE CURED BY EITHER LEAVING THE SHUTTERED
BEHIND DRY WALLS.
71 SEAVIEW TERRACE
MATTER IS TO BE REMOVED AND REPLACED BY AN APPROVED CONSOLIDATED
FILLING MATERIAL COMPACTED TO 95% MMDD IN ACCORDANCE WITH AS E 21
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 SCREW PILING SUNSHINE BEACH
16 BAR SCHEDULE -
N - HOT ROLLED HIGH YIELD BARS TO AS 1302
REMOVED. WHERE A PROPRIETARY CURING COMPOUND IS USED, THE PRODUCT SHALL
BE NOMINATED AND REQUIRES APROVAL BY THE ENGINEER. THE PRODUCT SHALL
I. SCREW PILES SHALL BE GALVANISED STEEL (HS FILLED WITH 2SMPA CONCRETE GROUT. for A. SLINGER
S - HOT ROLLED DEFORMED BARS TO AS 1302 PANT TOP 2.011 WITH 2 COATS HIGH BUD MARNE EPOXY . NTERGARD 278.
RF - HARD DRAWN WIRE FABRIC TO AS 1302 CONFORM TO REQUIREMENTS OF AS 3799 "L10UD MEMBRANE FORMING CURING
COMPOUNDS FOR CONCRETE", AND MUST ACHIEVE EFFICIENCY RATING O MNMUM 90%, 2. SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE CONTRACTOR USING THE PARAMETERS
R - HOT ROLLED PLAIN BARS TO AS 1302
WHEN COMPARED TO CONTINUOUS WATER CURING. OUTLINED IN THE GEOTECHNCAL REPORT, AND ANY OTHER ADDITIONAL SOIL TESTING REQUIRED BY
17 SPRAY CLEAN ALL REINVT. FORMED SURFACES, AND CONCRETE FACES. 9. A COMPLETE DOCUMENTATION OF THE INTENDED CURING METHOD IS REQUIRED TO BE SCREW PILE INSTALLER.
CAST-IN BOLTS & FITTINGS ETC JUST PRIOR TO PLACEMENT OF FRESH CONCRETE TO
SUBMITTED BY THE CONTRACTOR, AND FORMS PART OF THE REQUIRED TENDER SUBMITTAL
REMOVE ALL TRACES OF DIRT, SAND, DUST AND DEPOSITED SALTS
DOCUMENTS. THE COMPACTION METHOD NEEDS TO BE APPROVED BY THE ENGINEERS BEFORE
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 SM BELOW
MCU WORKS
AIR BLAST EXESS WATER OFF FORMS CONCRETING MUST NOT BE CARRIED OUT DURING THE TENDER IS DEEMED TO BE A CONFORMING BID ON THIS CONTRACT. PARTICULAR EMPHASIS
STRONG WINOS, TO AVOID CONTAMINATION OF CONCRETE
AND REINFORCING WITH WINO-DRIVEN SALT
WILL BE PLACED ON INSPECTIONS AND OTHER SITE CONTROL METHODS OF ENSURING THE
THE 27' PROJECTED LIE FROM BASE OF SLOPE, AND AT LEAST 7.OM BELOW ORIGINAL GROUND LEVEL.
4. THE CONTRACTOR SHALL PROVIDE CERTIFICATION BY AN RPEQ THAT ALL SCREW PILES HAVE BEEN
GENERAL NOTES
DOCUMENTED (OPA(TION METHODS ARE CARRIED OUT SUCCESSFULLY.
DESIGNED AND INSTALLED IN ACCORDANCE WITH IRS SPECFICATKN
11 CONTRACTOR IS TO CHECK HYDRAULIC & ELECTRICAL SERVICES DRAWNG FOR 11. IN ADDITION TO THE ABOVE REQUIREMENTS. ALL PRE-CAST CONCRETE SHALL Of
LOCATION AND TYPE OF ALL CAST-IN ITEMS. N(LUORG ANY NECESSARY (OEgBTS AND FURTHER PROTECTED BY APPLICATION OF SKAGARO 700S & 6805 AS PER PRE-(AST S. THE CONTRACTOR IS ADVISED THAT THERE IS LIKELY TO BE LAYERS OF WEATHERED SANDSTONE
PENETRATIONS FOR FUTURE SERVICES. CONCRETE" NOTE 3, SHEET S2. ENCOUNTERED ON SITE, REQUIRING PRE-BORING PRIOR TO PILE INSTALLATION.
A RATE FOR PRE-BORING SHALL BE PROVIDED.
19 )DINTS TO BE SEALED WITH AN APPPROVEO FLEXIBLE SKAFLEX-PRO POLYURETHANE
COLOURED TO MATCH CONCRETE. 6. MINMRI DEPTHS OF PILING ARE INDICATED ON DRAWINGS. DEPTHS MAY NEED TO BE GREATER architect
20 LAP MESH 400mm UNLESS NOTED OTHERWISE CONCRETE BLOCK MASONRY TO ACHIEVE THE SPECFEO SAFE WORKING LOAD, AS PER PILE INSTALLER'S DESIGN.
LAP BOTTOM BEAM REINFORCEMENT 600 AT PILES WHERE REQUIRED UJLO. I ALL CONCRETE BLOCK MASONRY WORK IS TO BE EXECUTED IN ACCORDANCE WITH
7. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT WILL VARY gavin maddock
LAP TOP BEAM REINFORCEMENT 600 AT MD-SPAN WHERE REQUIRED U3L0, THE CURRENT EDITION OF - AS 3700 - SAA MASONRY STRUCTURES
DEPENDING ON GROUND CONDITIONS. THE CONTRACTOR SHALL PRICE THE
AS 4455 - CONCRETE BUILDING BLOCKS
WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON THE DRAWINGS.
AS 3600 - SAA CONCRETE STRUCTURES AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON
THE ACTUAL DEPTH OF PILES INSTALLED ON SITE, COSTED AT THE
PRECAST CONCRETE 2 FOR CONCRETE FILLED CAVITIES. (LEAN OUT BLOCKS SHALL BE USED AT THE
APPROPRIATE AGREED RATE IN THE CONTRACT.
BASE OF THE WALL UNLESS SHOWN OTHERWISE )DINT MORTAR SHALL BE TRIED
1. ALL PRECAST CONCRETE TO BE F'L - 4OMPA, (S40) MINIMUM CONCRETE COVER SOmm FLUSH WITH THE INSIDE FACE OF THE CAVITY LOP OF FOOTING TO BE SCABBLED 8. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION
CAVITIES TO BE INSPECTED BY THE ENGINEER PRIOR TO POURING CONCRETE DAMAGE, OR OTHER DEGRADATION OF ADJACENT STRUCTURES, SERVICES
2 TWO COPIES OF SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER AND
3 COVER TO REINFORCEMENT 12mm FROM INSIDE FACE OF BLOCK ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED IS TO
ARCHITECT AND APPROVAL OF SAME OBTAINED PRIOR TO COMMENCING BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE
4 CONCRETE MIX USED 10 FILL CAVITY TO HAVE CHARACTERISTIC COMPRESSIVE
3.
FABRICATION
ALL PRE-CAST BEAMS AID PRESTRESSED PRE-CAST PIES SHALL BE PANTED WITH A SYSTEM OF
STRENGTH OF 4OMPa IP'd MAXIMUM SLOP 200mm. MAXIMUM AGGREGATE SIZE
N Dmm IMAX 6 COURSE HEIGHT PLACED AT ONE TIEI
TOOCONSULTING
SKAWRO.1005 MBERAL SIISTRAIE IPREGRATDM FOLLOW BY SKAGARO-0005 KIS.T.: %1 MICRONS).
OR SITAR APPROVED EQUIVALENT PROTECTIVE SYSTEM. ALL STBEILY N ACCORDANCE WITH Tic
5 SLABS SUPPORTED ON UNRENFOR(ED LOAD BEARING BLOCKWORK SMALL BE
SEPARATED FROM THE WALL BY TWO LAYERS OF PABCO ALSHELD TOR EOUVI
ENGINEERING INSPECTION SCHEDULE ENGINEERS
MANUFACTURERS WRITTEN SPEUKATOIS. ALL PAINING SMALL BE (ADDED OUT PRIOR TO DELIVERY
LAD ON A LEVEL 101 THICK MORTAR BED TOP COURSE OF BLOCKS TO BE
AND ANY DAMAGE MAO GOOD ON SITE BEFORE INSTALLATION. THE CONTRACTOR SHALL GIVE AT LEAST 48 HOURS NOTICE Of NECESSARY ENGINEERING SITE
CONCRETE FILLED
4. TOP OF ALL EDGE BEAMS EBI-W TO BE PANTED WITH 3 (OATS O SKA GARD 7005, AID NO SKGARD 6005, 6 BLOCKWORK MUST NOT BE BUILT ON CONCRETE SLABS OR BEAMS UNTIL FORMWORK
INSPECTIONS. WHICH ARE REQUIRED TO BE CARRIED OUT BY TOD CONSULTING ENGINEERS FOR THE STRUCTURAL CIVIL
SUPPORTING SAME HAS BEEN REMOVED EVENTUAL CERTFKATION D THE AS-CONSTRUCTED WORKS.
1 MORTAR TO BE MIXED IN THE PROPORTION D I 02S 3 CEMENT
MINIMUM INSPECTION REQUIREMENTS ARE-
HYDRATED LIME SAND TOR EQUIVALENT CEMENT - SAND MORTAR WITH TOD CONSULTING PTY. LTD.
1 ALL TEMPORARY WORKS INCLUDING ACCESS TRACKS, SCOUR PROTECTION, TEMPORARY STORM WATER ALL Due I UN
PLASTICISER) AND MORTAR COMPRESSIVE STRENGTH AT 28 DAYS TO BE TNPG
MINIMUM COLLECTION, SCAFFOLDING. EXCAVATION, SHORING. PROPPING. AND ALL RETAINING WALL STRUTTING. E kd ^Sb
1 CONCRETE BLOCKS TO HAVE A CHARACTERISTIC STRENGTH OF 12 MPG MRNIUM .., . SALT e:c.
2 BASE OF ALL EXCAVATIONS.
CONCRETE MASONRY TO BE CONSTRUCTED FROM 'H SERIES BLOCKS UNO
9 PROVIDE CLEAN OUT BLOCKS TO BOTTOM CO RCE OF ALL CONCRETE FILLED MASONARY WALLS 3 ALL REINFORCING FOR BOTH IN-SITU AND PRECAST CONCRETE.
R WHERE NO REINFORCING IS DESIGNATED IN DETAILS OR SECTIONS PROVIDE THE FOLLOWING 4 PILING INSTALLATION, AND PLOT HOLE DRILLING.
190mm HOLLOW CONCRETE BLOCKS S ALL PRESTRESSING OPERATIONS AND GROUND ANCHOR INSTALLATION.
ALL CORES CONCRETE FILLED - 4OMPG 190mm WALL - 20.48 BLOCKS
REINFORCEMENT I U.N.O. I ....................... N12 VERTICALS AT EACH SIDE O 6 CONCRETE PLACEMENT.
B. GEORGE K. CAPPER O(T . '
OPENINGS, AT EACH END OF WALL 7 STRUCTURAL STEELWORK, ALUMIMUM STAIRS ETC - INCLUDING SHOP DRAWINGS APPROVAL.
AND AT 400 MAX, CRS. IN BETWEEN 8 TIE-DOWN, BRACING WALL CONSTRUCTION FOR TOILET BLOCKS. H. GRAY S. PRYSTLPA
- 600 LAPS
N12 AT 400 HORIZONTAL - 600 LAPS 9 STRUCTURAL FIXING OF WINDOW FRAMES AND DOOR FRAMES TO CONCRETE STRUCTURE.
2 .l 9 Aw:
I INCLUDING ' L ' BARS AT CORNERS
UNLESS NOTED OTHERWISE I
09578 P2 A B ('0
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