Attachment B Engineering plans

 

REINFORCED CONCRETE

1. ALL CONCRETE WORK IS 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 APPROVED BY THE ENGINEER

BEFORE USE. - REFER ALSO TO DURABLE CONCRETE NOTES.

3. THE 28 DAY CHARACTERISTIC COMPRESSIVE STRENGTH OF REINFORCED CONCRETE (fc)
MUST NOT BE LESS THAN 40 MPa U.N.O. MINIMUM CEMENTITIOUS CONTENT TO

BE 450 kg/fl_ MAXIMUM WATER : CEMENT RATIO TO BE 0.4

CONCRETE SLABS ON GROUND TO BE F'e= 32 MPa (S32)
MASS CONCRETE PIERS TO BE F'c = 25¥/Pa. (S25)

4. THE TEST RESULTS ARE TO CONFORM WITH THE ACCEPTABILITY REQUIREMENTS OF
THE CURRENT EDITION OF AS 3600 (PROJECT ASSESSMENT REQUIRED).

5. THE MAXIMUM SIZE OF AGGREGATE SHALL BE 20mm.

6. THE CONCRETE SHALL SLUMP TEST AT 100mm UNLESS OTHERWISE NOTED

7. ALL CONCRETE TO BE VIBRATED.

8, NO HOLES OR CHASES OTHER THAN THOSE SHOWN ON THE STRUCTURAL
DRAWING SHALL BE MADE IN CONCRETE MEMBERS WITHOUT THE PRIOR APPROVAL
OF THE ENGINEER.
9. PLASTIC CHAIRS TO BE USED TO SUPPORT REINFORCENENT AND GIVE THE
CORRECT CONCRETE COVER.

10, UNLESS OTHERWISE NOTED ON THE DRAWING THE CONCRETE COVER TO THE
OUTSIDE FACE OF ANY REINFORCEMENT IS TO BE AS FOLLOWS. -

 

 

 

 

 

 

 

stRucTuRa | CASTAGAMIST FORMS COMPLYRIG WMH

MEMBER [AS 1509 SAA FORERWORK CODE. CASTAGAIST
NOT EXPOSED TO. EXPOSED TO WEATHER | FORMWORK:
WEATHER GROUND WATER | GROUND WATER OR “THEGROUND
OR FRESHWATER FRESH WATER

aD FOOTINGS

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COWUARIS OF

ALL TYPES © aie as

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11, CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED BY THE ENGINEER.
12, THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE POURED
SHALL BE THOROUGHLY SCABBLED AND WASHED CLEAN.
13. ALL CONCRETE SURFACES ARE TO BE CURED BY AN APPROVED METHOD FOR FOURTEEN
(14) DAYS IMMEDIATELY CONCRETE IS HARD, AND PROTECTED BY PLASTIC SHEET.
14. FORMWORK TO SUSPENDED SLABS TO REMAIN IN POSITION FOR FOURTEEN (14)
DAYS AFTER POURING, PROP TO 28 DAYS.
15. FOR SLABS ON GROUND, ALL TOPSOIL AND UPPER STRATA CONTAINING ORGANIC
MATTER IS TO BE REMOVED AND REPLACED BY AN APPROVED CONSOLIDATED
FILLING MATERIAL CONPACTED TO 95% M.M.0.0. IN ACCORDANCE WITH AS E 2.1
16. 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.

17. 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 ANO 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,

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

19. JOINTS TO BE SEALED WITH AN APPPROVED FLEXIBLE SIKAFLEX-PRO POLYURETHANE
COLOURED TO MATCH CONCRETE.
20. LAP MESH 400mm UNLESS NOTED OTHERWISE

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

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

PRECAST CONCRETE

1, ALL PRECAST CONCRETE TO BE F'c = 40MPa, (S40) MINIMUM CONCRETE COVER 50mm

2. TWO COPIES OF SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER AND

ARCHITECT AND APPROVAL OF SAME OBTAINED PRIOR TO COMMENCING FABRICATION

3, ALL PRE-CAST BEAMS AND PRESTRESSED PRE-CAST PILES SHALL BE PAINTED WITH A SYSTEM OF
SIKAGARD-7005 MINERAL SUBSTRATE IMPREGRATION FOLLOW BY SIKAGARD-6805 (D-F.T.= 140 MICRONS).
OR SIMILAR APPROVED EQUIVALENT PROTECTIVE SYSTEM, ALL STRICTLY IN ACCORDANCE WITH THE
MANUFACTURERS WRITTEN SPECIFICATIONS. ALL PAINTING SHALL BE CARRIED OUT PRIOR TO DELIVERY
AND ANY DAMAGE MADE GOOD ON SITE BEFORE INSTALLATION.

4. TOP OF ALL EOGE BEAMS E81-16 TO BE PAINTED WITH 3 COATS OF SIKA GARD 7090S, AND NO SIKGARD 6805.

SPECIFICATION FOR
EXTERNAL DURABLE CONCRETE

1. ALL EXTERNAL CONCRETE IS TO BE S40 ( SLABS ON GROUND TO BE S32
ACCORDANCE WITH AS 1379. - MINIMUM EXTERNAL COVER TO BE 50mm.

 

)IN

2. 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 IS A BRANDED PROPRIETARY PRODUCT BY CEMENT
AUSTRALIA, AND SHOULD CONFORM WITH THEIR PRODUCT SPECIFICATION.

3. 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 WITHAS 1012.3.

4, 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.

5. INTENSE COMPACTION OF ALL CONCRETE ELEMENTS IS REQUIRED. ACONMPLETE

DOCUMENTATION OF THE INTENDED COMPACTION METHODS IS 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 OPTIVUM COMPACTION

AT ALL EXTERNAL SURFACES.

6. PRE-CAST CONCRETE SHALL BE COMPACTED USING RIGID STEEL FORMS ON VIBRATING

TABLES AND /OR FORM VIBRATORS.

7. 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.

NOTE: ALIPHATIC ALCOHOL IS NOT A CURING PROCEDURE, AND IN NO WAY REPLACES CURING.

= CURING SHALL CONSIST OF THE FOLLOWING METHODS:

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 NEMBRANE FORMING CURING COMPOUNDS FOR

CONRETE", AND MUST ACHIEVE EFFICIENCY RATING OF MINIMUM £0%, WHEN COMPARED

TO CONTINUOUS WATER CURING.

* 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 MENBRANE FORMING CURING

COMPOUINDS FOR CONCRETE”, AND MUST ACHIEVE EFFICIENCY RATING OF MINIMUM 90%,

WHEN COMPARED TO CONTINUOUS WATER CURING.

9. ACOMPLETE 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 M!

ETHODS OF

ENSURING THE DOCUMENTED COMPACTION METHODS ARE CARRIED OUT SUCCESSFULLY.
11. IN ADDITION TO THE ABOVE REQUIREMENTS, ALL PRE-CAST CONCRETE SHALL BE

FURTHER PROTECTED BY APPLICATION OF SIKAGARD 700S & 680S AS PER
CONCRETE" NOTE 3, SHEET OPO2.

CONCRETE BLOCK MASONRY

“PRE-CAST

1, ALL CONCRETE BLOCK MASONRY WORK IS 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 SCABBLEO.
CAVITIES TO BE INSPECTED BY THE ENGINEER PRIOR TO POURING CONCRETE.

3. COVER TO REINFORCEMENT 12mm FROM INSIDE FACE OF BLOCK.

4, 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).

5. SLABS SUPPORTED ON UNREINFORCED LOAD BEARING BLOCKWORK SHALL BE
SEPARATED FROM THE WALL BY TWO LAYERS OF PABCO ALSHIELD (OR EQUIV.)
LAID ON A LEVEL 10mm THICK MORTAR BED. TOP COURSE OF BLOCKS TO BE

CONCRETE FILLED.

6, BLOCKWORK MUST NOT BE BUILT ON CONCRETE SLABS OR BEAMS UNTI
SUPPORTING SAME HAS BEEN RENOVED.

7. 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 TOBE
MINIMUM.

8. CONCRETE BLOCKS TO HAVE A CHARACTERISTIC STRENGTH OF 12 Pa

 

IL FORMWORK

11MPa

MINIMUM,

9. CONCRETE MASONRY TO BE CONSTRUCTED FROM 'H' SERIES BLOCKS UN.O.

10. PROVIDE CLEAN OUT BLOCKS TO BOTTOM COURCE OF ALL CONCRETE FILLED MASONARY WALLS.
11, WHERE NO REINFORCING IS DESIGNATED IN DETAILS OR SECTIONS PROVIDE THE FOLLOWING.

490mm - 20,48 HOLLOW CONCRETE BLOCKS

ALL CORES CONCRETE FILLED - 40MPa

REINFORCEMENT (U.N.O. )- N16 VERTICALS AT EACH SIDE OF
OPENINGS, AT EACH END OF WALL,
SOA SoPuN CRS. IN BETWEEN
N12 AT 400 HORIZONTAL - 600 LAPS
(INCLUDING 'L* BARS AT CORNERS
UNLESS NOTED OTHERWISE )

CONTIGUOUS PILING

4, CONTIGUOUS CONCRETE PILING TO BE 600 DIAVETER TO DEPTHS INDICATED ON PLANS AND SECTIONS.
CONCRETE STRENGTH F'c= 32NPa. THE CONCRETE MIX DEISGN IS TO BE DESIGNED BY THE CONTRACTOR
TO SUIT HIS INSTALLATION EQUIPNENT, 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 WITHORAWAL 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 FORMA FULL
CONTACT CONTIGUOUS STRUCTURE.

2. NOMINAL DEPTHS OF CONTIGUOUS PILINGS ARE INDICATED IN THESE DOCUNENTS 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 EQUIPNENT 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
ON SITE.

3. THE CONTRACTOR SHALL RECORD ALL RELEVANT CONDITIONS ENCOUNTERED ON SITE INCLUDING
VOLUMES OF FILL REMOVED, LEVELS OF GROUND WATER, 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.

6. ANY TEMPORARY TIE BACKS MUST BE REMOVED FROM ADJACENT PROPERITIES AFTER
COMPLETION OF CONSTRUCTION.

7. 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.

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 IS TO

BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE

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

40. 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 IS MAINTAINED.

14, 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

4. SCREW PILES SHALL BE 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 5M 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 IS ADVISEO THAT THERE IS LIKELY TO BE LAYERS OF WEATHERED SANDSTONE
ENCOUNTERED ON SITE, REQUIRING PRE-BORING PRIOR TO PILE INSTALLATION.

ARATE 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 IS TO

BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE

ENGINEERING INSPECTION SCHEDULE

‘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.
MINIMUM INSPECTION REQUIREMENTS ARE:-
1 ALL TENPORARY WORKS INCLUDING ACCESS TRACKS, SCOUR PROTECTION, TEMPORARY STORM WATER
COLLECTION, SCAFFOLDING, EXCAVATION, SHORING, PROPPING, AND ALL RETAINING WALL STRUTTING.
2 BASE OF ALL EXCAVATIONS.
3 ALL REINFORCING FOR BOTH IN-SITU AND PRECAST CONCRETE.
4 PILING INSTALLATION, AND PILOT HOLE DRILLING.
5 ALL PRESTRESSING OPERATIONS AND GROUND ANCHOR INSTALLATION.
6 CONCRETE PLACEMENT.
7 STRUCTURAL STEELWORK, ALUMIMUM STAIRS ETC. - INCLUDING SHOP DRAWINGS APPROVAL.
8 TIE-DOWN, BRACING WALL CONSTRUCTION FOR TOILET BLOCKS.
9 STRUCTURAL FIXING OF WINDOW FRAMES AND DOOR FRAMES TO CONCRETE STRUCTURE.

 

 

 

 

 

 

 

 

 

 

 

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