Attachment B Engineering plans

Page 2

 

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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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.

 

 

 

 

 

 

 

 

 

 

 

tee ie 7 Associated Consultants Client Drawn Verified Project Drawing Title Scale [Sheet Size
Sere conan ibe 7 UNIVERSAL TOD AvENESS __|8.GE0RCE__| PROPOSED RESIDENCE AT LOT 1,No 71 | GENERAL NOTES SHEET2 |as SHOWN) A‘
Sooases ear eacel aa, n r al PROPERTY COMPANY B ceorce __|s prystupa__| SEAVIEW TERRACE, SUNSHINE BEACH Dravng Number
acne 2 ESTABLISHMENT. consulting engineers oot eae oe 14517-OP02

reo wn rscies | B_ [1014 ISSUED FOR DA APPROVAL AV. rea MARKUS HASLER. Sebo Oe tesorg e030 : NCU APP nee Honw baru ° Sheet Revise
Soemmer |S faa enero woes eo a : cme [Str ghyenucusran frost, eeennatn 2of10 | B

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Page 3

 

 

 

  

Reest48)

SITE CONSTRUCTION PROCEDURES

1. CAR PARKING, BULK MATERIAL STORAGE ON SITE IN INITIAL SET UP
PHASE, AS PER TENPORARY 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 DIAGRAMNATIC
CONSTRUCTION STAGES 1-7, INSTALL EROSION CONTROL FENCES.
6. PROTECT ALL VEGETATION AS PER ENVIRONMENTAL PLAN
7. ALL CONCENTRATED STORMWATER MUST BE DISPOSED OF VIA APPROVED.
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
ARE ABOVE THE SAFE NATURAL STABLE ANGLE OF THE SAND, AND
CONSEQUENTLY ANY WORK IN THE AREA MUST BE CARRIED OUT WITH EXTREME
CAUTION, UNDER SUPERVISION OF GEOTECHNICAL ENGINEER, WHILE REGULARLY
MONITORING SURFACE MOVEMENTS. IT IS PROHIBITED TO ADO 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 ANO 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.

 

 

 

  

159

crs3513s

 

  

P1076

3

e189

  

  
  

  

 

north

 

2

RP:07899

 

86

P8131

72

 

 

 

 

SEAVIEW TERRACE

     
  
 

69

P8131

 

1:1900 UNREOUCED AT AS
1500 UNREDUCED AT At

51

e880

 

 

Project Drawing Tite

 

\ SITE PLAN

‘Seale [Sheet Size|

 

‘Associated Consultants

 

 

agrecrrent between Tod
Consulting pty hd (te) and te's
llert, THs drawing shall erly ba
used for this spactle project.

This drawing shall rot be used
for construction unal marked as
‘sued for construction’ in the
revision description.

 

 

nr@

 

 

 

7

0.10.14] ISSUED FOR D.A APPROVAL AV. ee Roses Actas Pitt

 

A_|AUG 14] ISSUED FOR OP WORKS APPROVAL. _| AV.

 

 

Rev] Date [Revision Description Drawn

 

 

 

 

 

Client

UNIVERSAL
PROPERTY COMPANY
ESTABLISHMENT.
MARKUS HASLER.

OD

consulting engineers

Mace 07 54499500
‘Surah Coast 07 $328 3180 Masay 07 2520 2337
FO Sex61, NocezdBe, GLO 2558
ecqitesgicersutgcenwewibcorargaon
(AEN 39 128608335

 

(Drawn!
A. VENESS

Verified
B. GEORGE

 

Designed
B. GEORGE

 

Verified
S. PRYSTUPA

 

Approved
S. PRYSTUPA

 

aos

RPEQ No
1137

Date

AUGUST 2014

PROPOSED RESIDENCE AT LOT 1, No 71
SEAVIEW TERRACE, SUNSHINE BEACH

 

 

ROP RP 189884

 

AS SHOWN| A1

 

Drawing Number

14517-OP03

 

LOCAL AUTHORITY NOOSA
MCU APPROVAL ]HORIZ DATUM
ROL APPROVAL VERT DATUM AHD

OPW APPROVAL RL

 

 

 

 

Sheet. Revision]

3 of 10 B

 

 

 

Page 4

 

north

     
 
   
      
 
 
  
  
 
  
  

 

 

EXISTING swelen TOP
RAIL

GROUND SLOPE

 

N20 EACH SIDE WELD TO WisteMesa
EACH CHS PILE AND EXTEND PLACED CENTRALLY —- WELDED TOP
wt 4,0m INTO CONCRETE SLAB ALLOVERROCKBASE = RL

GEOFABRIC BEHIND
200 x 75 HWD. WALERS

    
  
     
 
    

  

    
   
       
  

   

 

 

N20 EACH SIDE WELD TO
EACH CHS PILE AND EXTEND

4.0m INTO CONCRETE SLAB

 

 

“a

 

 

SITE TEMPORARY ACCESS PLAN

41809 UNREDUCED ATAS
125) UNREDUCED ATA

SITE TEMPORARY ACCESS :

   

ESTABLISH SITE SURVEY MONITORING
POINTS AND ISSUE SURVEY TO ENGINEER.
COMPLETE PRE CONSTRUCTION
INSPECTIONS AND DILAPIDATION REPORTS
FOR ADJACENT STRUCTURES, POOLS,

  
  

DISTURBED AREA

Mp

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

WIRE OR peved teen
FENCES AND PATHS. STEEL MESH > See
GEOFABRIC BEHIND > m
249 DIA. x 827K. NIN 150 200275 HNO, WALERS'
Cs sTeeL CRUSHED ROCK: = GEOTEXTILE FILTER
SCREW PILES AT OVER 2 LAYERS | chou ru FABRIC
2.0m CRS. 5 BIDIMGEOFABRIC BENCH FILL SEDIMENT CONTROL :
& ZUNERS AS SEOIMENT PROVIDE SEDIMENT CONTROL TO THE BOUNDARIES
Ss BEAIGEOPABRKC, CONTROL FENCE BY WAY OF SEDIMENT FENCES.
2 FENCES TO BE ERECTED BEFORE COMMENCEMENT
IN GEOFABRIC AND EXISTING OF EARTHWORKS, AND SHALL BE MAINTAINED UNTIL
S00 x20; GRAVEL GROUND SLOPE — GRASS COVER AND LANDSCAPING IS ESTABLISHED.
DURING WORKS, ALL CONSTRUCTION RUBBISH TO BE
Temurriucjarc nee. see SEDIMENT CONTROL FENCE = S#heownivaiwrmoroan
‘OR SCREW PILES, AS STEEL SCREW PILES AT WOTTOSCAE
REQUIRED FORRETAINING — 2.0m CRS. >
HEIGHT OVER 2.5m,
TYPE SECTION THROUGH
TEMPORARY VEHICLE TURN-AROUND
NOT TO SCALE
COPYRIGHT © ‘Associated Consultants Client Drawn Verited Project Drawing Tite ‘Seale Sheat Size
recangeaaee UNIVERSAL TOD Aveness _|s.Geose__} PROPOSED RESIDENCE AT LOT 1,No71 | SITE TEMPORARY ACCESS |as SHOWN| At
agreerent betaes mu Designed Ver
Goran tsa n er PROPERTY COMPANY B. GEORGE s.prystupa _| SEAVIEW TERRACE, SUNSHINE BEACH PLAN AND DETAILS Drawing Number
ed eae edie eee ESTABLISHMENT. consulting engineers eo. oF pee 14517-OP04
—_ 29 . LOCAL AUTHORITY NOOSA
eee ee teers, |B [10.10.14] ISSUED FOR DA APPROVAL AY. cm: MARKUS HASLER. Sentra can sera eso 89 07 5 Date MCU APPROVAL HORWZ DATUM ° Sheet Revision
‘esued for consiucion’ the |_A__ [AUG 14] ISSUED FOR OP WORKS APPROVAL. | AV. expteagicerategen em con AUGUST 2014 | ROLAPPROVAL VERT DATUM AHD 4 of 10 B
even Getatetor Rev| Date [Revision Description Drawn sae LE ay Dew APPROVAL RL

 

 

 

 

 

 

 

Page 5

 

  
 

STRUCTURES FR

 

 

ADJACENT PROPERTY

 

3.0 DEEP x 0.8 WIDE

    
    
   
    
    
    

CONTIGUOUS GROUT REPLACEMENT PILES :

TYPE A @450 FROM EXISTING GROUND TO RL 41.0
TYPE B = @450 FROM EXISTING GROUND TO RL 38.0
TYPE C @450 FROM EXISTING GROUND TO RL 34.0

CONTIGUOUS PILES SHALL FOUND AT LEAST 7.0m BELOW ORIGINAL GROUND
LEVEL, UNLESS DENOTED BY RL AS PER ABOVE TYPES.

© WD VERTICAL WICK DRAIN - PERFORATED 219 DIA. x 7.1TK. CHS
SCREW PILE - AT 6.0m CRS. TO FOUND 2.0m BELOW ADJACENT
FLOOR LEVEL, OR AS INDICATED ON PLANS / SECTIONS.

   
 

 
  
 

 

      
   

 

   
 
 
  
  
 
 
 
  
       
    
 
  
 
 
  

SCREW PILES :

RV1 219x 8.2 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM &m DEEP 50T SWL. CONC. FILL

RV2 219 x 12.7 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 6m DEEP 60T SWL. CONC. FILL

RT RAKING AT 1 IN 2.75 - 219 x 8.2 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 12m LONG SWL = 60T TENSION. CONC. FILL.

RC RAKE AT 11IN 1-219x 12.7 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 12m LONG SWL = 80T COMPRESSION. CONC. FILL

 

 

north

 

 

 

LING OF ZONE BOUNDARY

  

 

STRUCTURES FROM
ADJACENT PROPERTY

 

  

 

 
   
 

    
   

 

 

 

 

 

   

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

ee POUNONY, 4 3. : veerpop ints 48 aor 42 40 :
2 00% 4 43 . 5 ‘
est ‘ % 7 memet a Ne
s
7 TRUCTURE FROM EXISTING \ 7 ‘STRUCTURE FROM
¥ ADIACENT PROPERTY RENAN 7 ADJACENT PROPERTY.
52 x y # > 7
: \ J
jaa anacieiar ay
, 7 EXCAVATION TO EXCAVATION TO.
: EXISTING GROUND EXISTINGGROUND x INITIAL EXCAVATION EXISTINGGROUND GAIN ACCESS FOR GAIN ACCESS FOR
3! $! TO GAIN ACCESS 2 INSTALLATION OF INSTALLATION OF
31 STAGE 1 PROCEDURE : 3 FOR INSTALLATION STAGE 2 PROCEDURE: 3I DRIVEWAY SLAB. DRIVEWAY SLAB AND STAGE 3 PROCEDURI
Bee EIN. + LEVEL AT SITE ENTRANCE TO FORM & OF FARISISEES. * PROGRESSIVELY REMOVE TEMPORARY s (LEVEL 1) STU CUS ERIN + CONSTRUCT STORMWATER DISCHARGE
Bliss TEMPORARY TRACK AND VEHICLE TURN EI CONSTRUCTION PLATFORM AND EI PERMANENT 7 FACILITY.
BSS AROUND MOVING PARALLEL TO WEST conTicuous WATHDRAW TEMPORARY SCREW PILES AND DRIVEWAY SUAB! + COMPLETE SUBFLOOR AND DRIVEWAY AGI
BOUNDARY, USE GEOFABRIC, ROCK BASE PILING TYPE B STORE FOR RE-USE LATER, WHILE | 250 MIN. THICK DRAINS. CONNECT SUBFLOOR AND WICK
‘AND SCREW PILED RETAINING WALLS UP TO PROGRESSIVELY BUILDING 750 WX 600 DRAINS.
4.5m HIGH. GRADUALLY INSTALL REINFORCED CONCRETE WALL HEAD BEAM URETEK GROUT {Ey bx + FORM UP AND BUILD PERMANENT
TEMPORARY SCREW PILES AND * _ REINSTATE SURFACE PROTECTION AND Me ~ DRIVEWAY SLAB, SUPPORTED ON
AEvELS = a CONSTRUCTION PLATFORM OR A SUITABLE ‘SURFACE DRAINAGE TO SOILS BETWEEN at —— a - ikanames Seat CONTIGUOUS PILES (TYPE B) AND
CONTIGUOUS LEVELED PLATFORM FOR CFA PILE RIG BOUNDARY AND NEW WALL, TO AVOID Se ‘STRUCTURALLY CONNECT TO BUTTRESS
PUN weEA! * INSTALL URETEK GROUT GROUND EROSION AND LOCAL SURFACE SAND SLIP. ANO BRACING WALLS FROM PREVIOUS |
STABILIZATION ALONG WEST BOUNDARY * MONITOR ADJACENT STRUCTURES, WALLS, ! STAGE. DRIVEWAY SLAB TO BE DESIGNEO
tevec2 * INSTALL TYPE A, 450mm DIAMETER ‘GROUND LEVELS AND SITE MONITORING FOR 15kPa CONSTRUCTION VEHICLE
a CONTIGUOUS CFA GROUT PILED WALL AND SURVEY POINTS. aia ss LOADING AND MATERIAL STORAGE, AS
VERTICAL SCREW-IN STEEL WICK DRAINS + EXCAVATE ALONG CONTIGUOUS PILED al AGIUNES'AND Wick WELL AS HORIZONTAL WALL LOAD.
AT 6m CENTRES WALL TO FORM PLATFORM AREA AT DRAINS WD. CONTINUE TO MONITOR ADJACENT
+ LOCALLY STABILISE ADJACENT FOOTINGS APPROX RL 48.5. MINOR FILLING TO STRUCTURES
TO BLOCK WALLS AND FENCES. MONITOR MAXIMUM OF 1m DEPTH ALLOWABLE. ! 2S 9 See e a tenan. meee
ADJACENT STRUCTURES, WALLS AND ee eae INSTALL CFA TYPE B RETAINING WALL. contiguous | Zane °° °° @ ..}°}™}” .
‘i " CONTIGUOUS ‘SLAB TIED TO. _ a 0
GROUND LEVELS. . CONTUO * INSTALL VERTICAL WICK DRAINS. PILING TYPEA BUTTRESS AND ~~~ EXCAVATE ALONG con ates eo
i 7.0m DEPTH + FORM SPOON DRAIN ALONG WESTERN ¢ 2 PRED WALLS: 3 :
LINE (BELOW BOUNDARY TO COLLECT ANY RL 36.0 U APPROX RL 44,7, MINOR FILLING TO
TEMPORARY SCREW PILES AND TRACKS SURFACE) CONCENTRATED STORMWATER FROM 7.0m DEPTH CONTIGUOUS MAXIMUM OF 1m DEPTH ALLOWABLE.
REQUIRED FOR THE INSTALLATION OF ABOVE AND ACROSS SITE, DISCHARGING TO LINE (BELOW PILING TYPE B 7
STAGE 1 PILING WALL AAT WESTERN APPROVED LOCATION AFTER INSTALLATION: SURFACE)
BOUNDARY. DESIGN AND SPACING TO BE OF SEDIMENT / EROSION CONTROL ALL AS
‘SPECIFIED BY THE PILING CONTACTORS DETAILED ON THE STORMWATER saeieeTa
ENGINEER TO SUIT PILING RIG WEIGHT. MANAGEMENT PLAN. LINE (BELOW
SURFACE)
TYPE SECTION - SITE WORKS TYPE SECTION - SITE WORKS TYPE SECTION - SITE WORKS
STAGE 1 STAGE 2 STAGE 3
1200 UPEDUCED ATAS
Uo ueepuceo att twos unmeDucen ArAS 12 veescucea atat
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title ‘Scale [Sheet Size]
This drawing Is subject to
oe UNIVERSAL TOD Aveness _|s.ceorce | PROPOSED RESIDENCE AT LOT 1,No71_| SITE CONSTRUCTION AS SHOWN| Aj
agreement between Tod mu sign Veri
ee ae aici saa n / @) PROPERTY COMPANY B, GEORGE S. PRYSTUPA SEAVIEW TERRACE, SUNSHINE BEACH WORKS PLANS AND Drawing Number
Weed eo spactie ESTABLISHMENT. consulting engineers Appecred Bre Me ROP RP 189884 SECTIONS STAGES 1 -3 14517-OP05
‘This drawing shall rot be used —_ S.PRYSTUPA 1137 LOCAL AUTHORITY NOOSA Aaa
to intl marked as | -B__[10.10.14| ISSUED FOR D.A. APPROVAL. AN: Ne Rac Acts yak MARKUS HASLER. Si Date MCU APPROVAL HORIZ DATUM Sheet vision
‘Tasued for construction’ In the: A__|AUG 14] ISSUED FOR OP WORKS APPROVAL. AY. oP. ROL APPROVAL VERT DATUM AHD- B
Ucematlnenel sale Rev] Date [Revision Description [Drawn . | AUGUST 2014 | Gow APPROVAL RL 5 of 10

 

 

 

 

 

 

 

 

Page 6

 

 

conecr 10
AGE OUTLET

CONTIGUOUS GROUT REPLACEMENT PILES:

  
    
   
   
 
 
  
     

\

  

TYPE A @450 FROM EXISTING GROUND TO RL 41.0
RC TYPE B 9450 FROM EXISTING GROUND TO RL 38.0
ee Saree TYPE C 9450 FROM EXISTING GROUND TO RL 34.0

STRI
SCRE

‘OOTIN
ILES,

CONTIGUOUS PILES SHALL FOUND AT LEAST 7.0m BELOW ORIGINAL GROUND
LEVEL, UNLESS DENOTED BY RL AS PER ABOVE TYPES.

north

 

© WD VERTICAL WICK DRAIN - PERFORATED 219 DIA. x 7.1TK. CHS
SCREW PILE - AT 6.0m CRS. TO FOUND 2.0m BELOW ADJACENT
FLOOR LEVEL, OR AS INDICATED ON PLANS / SECTIONS.

ry
LING OF FRONTAL DUN

  

LING OF ZONE BOUND)

 
   

  
   
 
 
 
  

STRUCTURES FROM
ADJACENT PROPERTY

 

 

 

   

  
 
 
  

 

 

   
  
 
 
 

 
 
  

 

 

 

 

 

 

 

   

  
   
     
  
     
   

 

STRUCTURES FROM
ADJACENT PROPERTY

 
  
 
  
 
 
  
 
 
 
 
 
    
  

SCREW PILES:

RV1 219 x 8.2 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 8m DEEP 50T SWL. CONC. FILL

RV2_ 219 x 12.7 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 6m DEEP 60T SWL. CONC. FILL

RT RAKING AT 1 IN 2.75 - 219 x 8.2 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 12m LONG SWL = 60T TENSION. CONC. FILL

RC RAKE AT 1 IN 1-219 x 12.7 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 12m LONG SWL = 80T COMPRESSION. CONG. FILL

 

north

CONNECT TO
DRAINAGE

    

 

 

 

 

 
  
 

 

 

 

 

 

 

 

 

 

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

rite ae
pec EE 06 ‘S 6 8
an \ /
AW, BOUNDAR\
ay 6 45 as 43 42 a1 M8
ff
3.0DEEPKO8WIDE STRUCTURE FROM fi STRUCTURE FROM
6 URETEK GROUT ADJACENT PROPERTY, yp ADJACENT PROPERTY.
oe / 7
: \ Jf
SITE WORKS - STAGE 4 AND 5 SITE WORKS - STAGE 6 AND 7
{ouECUCeD ATA ap) REDUCED ATA
5 ' 5 ' EXCAVATION TO 5
5 ALL VERTICAL AND RAKING SCREW PILES SHALL FOUND AT LEAST Sm gi GAIN ACCESS FOR 8
8 BELOW A 27° LIINE PROJECTED FROM THE BASE OF THE SLOPE, AND 8 ace oF 8
¥I CinceaUS AT LEAST 7.0m BELOW ORIGINAL GROUND LEVEL. EI EXISTING GROUND BRCAUATIONTO yl
GAIN ACCESS FOR 6
| ‘THE SCREW PILING CONTRACTOR MUST ALLOW FOR PRE-BORING ! 250 MIN, SLAB TIED INSTALLATION OF BI
WHERE NECESSARY TO PENETRATE WEATHERED SANDSTONE TO BUTTRESS ANO LEVEL 1 SLAB AND 6
URETEK GROUT TTI] ~Saveway TAVERE: URETEK GROUT OEE URETEK GROUT [hj POOL y
SLB ~~ wea ane ~
Ss SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE eee A 5B EA SSeS Re wee nts Seams aot
CONTRACTOR TO SAFELY WITHSTAND THE SPECIFIED SAFE WORKING SWS ORAINS WD OMNIS sera bReON
LOADS, AND CERTIFIED BY AN EXPERIENCED RPEQ ENGINEER, WHO | ~SL PILED WALLS !
tea SHALL PROVIDE APPROPRIATE FORM 15 AND FORM 16 wei a seererrere- fam eeennnmeninitia
om staan oes a oe
ae CONTIGUOUS |
os, PILING TYPE C
a wee teed . eee oS _. poate a
ConTiGuoUs CONTIGUOUS a CONTIGUOUS
PILING TYPE A PILING TYPE A "= Sn PILING TYPE A
; STAGE 4 AND 5 PROCEDURE : : INES AND ~~ . U
CONTIGUOUS CONSTRUCT CFA TYPE C RETAINING WALL. AT CONTIGUOUS WICK DRAINS WD CONTIGUOUS ms !
PILING TYPE B THE SAME TIME INSTALL SUB-FLOOR SEEPAGE PILING TYPE B. STAGE 6 AND 7 PROCEDURE: PILING TYPE B <r
RL34.0 PLEDWALS = ee wit cent PROGRESSIVELY EXCAVATE DOWN TO RL 40.50 ~~
—_— * EXCAVATE DOWN TO RL 44.7 FOR LEVEL 2 SLAB. os fw . ‘CONSTRUCT TIE BEAMS AND INSTALL GROUND 1
ie peaw + INSTALL GROUND ANCHORS, RAKING PILES AND. pop cae SORecEL ‘ANCHORS, pecans Rv2 Rv2 RC C~~
BUILD TIE BEAMS. POUR SLAB IN 10 SEGMENTS: + INSTALL SUB-FLOOR SEEPAGE DRAINS AND ~|[Rv2
TYPE SECTION SURFACE) ATRL 45.00 REMAINING VERTICAL WICK DRAINS. ~
Y' E - SITE WORKS TYPE SECTION - SITE WORKS + POUR SLAB IN 10m SEGMENTS AT RL 40.89 TYPE SECTION - SITE WORKS
ee * _ EXCAVATE AND INSTALL GROUND ANCHORS AND -
Sa STAGES roureaes ~~ STAGEGANDT eS
HU UNPECUCEDAT AT tao uneecuceoAT AS —_—Aa—————— SURFACE)
"oouescucea tat {a0 UNREDUCED ATAS
tp umecucea ATT
COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Title Scale [Sheet Size]
eprightinocordence wh be UNIVERSAL i OD A. VENESS B. GEORGE PROPOSED RESIDENCE AT LOT 1,No71 | SITE CONSTRUCTION AS SHOWN| A1
agreement betaeen Tod ™ sign ei
Corading aya eer n ra PROPERTY COMPANY B. GEORGE s.prystupA _| SEAVIEW TERRACE, SUNSHINE BEACH WORKS PLANS AND Drawing Number
ri. Tris or 7 ;
used forts spt prjct ESTABLISHMENT. consulting engineers Ws aa, ae ROP RPTBSBE SECTIONS STAGES 4 -7 14517-OP06
= sous 7 5889 S THO 00S.
Trecacing tat cotte et, [0.10.1 ISSUED FOR DA APPROVAL AV. ian MARKUS HASLER. seovecins Ota tey Mason 207 si ate wee Hort oaTuM oe = 2 5 a Sheet Revi
‘esved forconstwcton inthe | _A_ AUG 14] ISSUED FOR OP WORKS APPROVAL. | AV. sepateigeacrenbgece | eakaeradiyiins Ss 7 vA AUGUST 2014 | ROLAPPROVAL VERT DATUM AHD 6 of 10 B
revision description. Rev| Date [Revision Description Drawn sent sa ea 395 iy OPW APPROVAL RL VEASUREVENT BAR - ICREMENTS PV ema
T

Page 7

 

CONTIGUOUS GROUT REPLACEMENT PILES :

TYPE A @450 FROM EXISTING GROUND TO RL 41.0
TYPE B 450 FROM EXISTING GROUND TO RL 38.0
TYPE C @450 FROM EXISTING GROUND TO RL 34.0

CONTIGUOUS PILES SHALL FOUND AT LEAST 7.0m BELOW ORIGINAL GROUND
LEVEL, UNLESS DENOTED BY RL AS PER ABOVE TYPES.

© WD VERTICAL WICK DRAIN - PERFORATED 219 DIA. x 7.1TK. CHS
SCREW PILE - AT 6.0m CRS. TO FOUND 2.0m BELOW ADJACENT
FLOOR LEVEL, OR AS INDICATED ON PLANS / SECTIONS.

 

 

 

 

 

SITE BOUNDARY

  

OVERLAND FLOW
COLLECTION

Nes
DRIVEWAY

 

 

 

 

 

EXISTING
POOL,
~

™.

 

 

 

 
 
    
  
    

VISITOR PARKING

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 
 
    

 

 

 

 

LANDSCAPED ROOF

 

 

 

 

 

 

 

 

 

 

 

 

 

 

LINE OF ZONE BOUNDARY

   

__ LEVEL3 48700

__ LEVEL 2 45000

__ LEVEL 1 40800

 

 

 

>
io
<
3
=
a
fo)
a
OVERLAND FLOW
} — coLtection
G
LANDSCAPED ROOF
| v.
1 eENy
FOYER
LANDSCAPED ROOF
~
ox || —
I
y =.
8 ~~
| z ~~. une
a = ~~
ee NS. Wad Aided
|
Mekal ~
~ =
“Psy GAMES
RL410
CONTIGUOUS
Ni A
PILING TYPE 70nDEPTA
LINE (BELOW
I SURFACE)
L389
CONTIGUOUS
PILING TYPE B
SECTION (A) nate

(200 UNREDUCED AT AS
{L190 UNREDUCED ATA

LINE OF ZONE BOUNDARY

 

  

NTIGUOUS
ILING TYPE A

 

DRY ZONE

 

 

 

 

 

 

 

 

      

Lost ra AS
FORMWORK

BEDROOM

 

 

 

R380 | J

CONTIGUOUS
PILING TYPE B

 

   
   
  

 

290 BLOCK WALL UNDER
LEVEL 2 BLAS WITH
STRIP FOOTING AND

SCREW PILES.

 

 

 

‘CONTIGUOUS
PILING TYPE C

 

RV2

 

__LEVEL3 — 48700

_LEVEL2 — 45000

LEVEL 1 40800

 

 

7.0m DEPTH
LINE (BELOW
SURFACE)

SCREW PILES :

RV1  219x 8.2 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 8m DEEP 50T SWL. CONC. FILL

RV2 219x 12.7 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 6m DEEP 60T SWL. CONC. FILL

RT RAKING AT 1 IN 2.75 - 219 x 8.2 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 12m LONG SWL = 60T TENSION. CONC. FILL

RC RAKEAT 1 IN 1-219x 12.7 GALV AND EPOXY PAINTED SCREW PILE
MINIMUM 12m LONG SWL = 80T COMPRESSION. CONC. FILL

 

ALL VERTICAL AND RAKING SCREW PILES SHALL FOUND AT LEAST 5m
BELOW A 27’ LIINE PROJECTED FROM THE BASE OF THE SLOPE, AND.
AT LEAST 7.0m BELOW ORIGINAL GROUND LEVEL.

THE SCREW PILING CONTRACTOR MUST ALLOW FOR PRE-BORING
WHERE NECESSARY TO PENETRATE WEATHERED SANDSTONE
LAYERS,

SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

SECTION (B) CONTRACTOR TO SAFELY WITHSTAND THE SPECIFIED SAFE WORKING

vawueeovceoxts — \QPO3) oa ™ LOADS, AND CERTIFIED BY AN EXPERIENCED RPEQ ENGINEER, WHO

{too UNREDUCED AT At come Rv SHALL PROVIDE APPROPRIATE FORM 15 AND FORM 16
pa eer e Associated Consu'tants Client Drawn Verified Project Drawing Tite Scale [Sheet Size|

sitject to T

Copyright scoriace nn w UNIVERSAL OD ALNENESS B: GEORGE PROPOSED RESIDENCE AT LOT1,No71 | BUILDING SECTIONS AS SHOWN| A‘
agresrent betneen Tod sign era
Roce tie Ee Be) ae n ra PROPERTY COMPANY B. GEORGE s.prystupa | SEAVIEW TERRACE, SUNSHINE BEACH Drawing Number
sod for this specie project, ESTABLISHMENT. consulting engineers Approved RPEQ No oe Rese 14517-OP07
This crawing shall rot be used —_ Noosa: a7 52199600 S.PRYSTUPA = 1137 LOCAL AUTHORITY NOOSA =
fee tndl rartad as |_B__|9.10.14] ISSUED FOR D.A. APPROVAL AN. sMeanakse cc, MARKUS HASLER. Siratne east O7 5328390, Mason. 07 45:0 2807 Date MCU APPROVAL HORIZ DATUM o 0 a 2 ‘Sheet Revision|
Tesuadtercensrucir nite |_A_ [AUG 14] ISSUED FOR OP WORKS APPROVAL. |_AV. exqitesguccoradigcom ww doscerallingcon AUGUST 2014 | ROLAPPROVAL VERT DATUM AKD askin 7 of 10 B
pean ee Rev| Date [Revision Description Drawn ASN 32 186053 OPW APPROVAL RL NEASUREMENT B4R - NOFEVENTS Noma

 

 

    

 

 

 

 

 

 

Page 8

 

EXTEND

500mm INTO STABILISED SAND

PILING CONSTRUCTION

PILE REINFORCEMENT ccoeee

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

        
 
 

 

 

 

 

 

 

 

S++

CONCRETE SCOUR
PROTECTION

 

 

CONTINUOUS 400 HIGH
BLOCKWORK WALL TO

 

 

 

 

 

 

 

 

 

   

 

 

  

 

 

  

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 
 
 
 

 

 

 

   
    
    
 
 
 
 
 
  
 
 
 
  
 
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

   

 

 

 

 

 

 

 

 

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  

 

 

 

 

 

 

 

 

 

 

 

 

| FORM OVERLAND FLOW
J ‘CHANNEL WITH CONCRETE
SCOUR PROTECTION
2 | |
ge
z ‘750 x 600D
g g 2 \ = J BEAM
ag5 —- :
ong = g eo
@ yi & f
$0 7~— 400 TK. CONCRETE PLUG 7]
oe E \ TO TOP OF CHS PILE —
EXISTING
GROUND BEAM / WALL J GROUND SLOPE
HEAD BEAM
4 ROWS OF 25mm DIA_ is: *,
. HOLES AT 200mm VERTICAL . |
Te 27° SAFE ANGLE FROM CRS. IN SCREW PILE ale
ea BASE OF SLOPE AT BEACH. 1
af ay GEOFABRIC INSIDE SLEEVE 2-4 ape RETESET ZO
5 * TO SCREW PILE
g dle : NOTE:
é S\3 10 TO 20mm GRAVEL ————== WHERE POSSIBLE MAINTAIN
B
G3 EXISTING
oyu 0450 0219 GROUND SLOPE
lz PILE
= Z GEOFABRIC INSIDE SLEEVE
u)5 WITH 10 TO 20mm GRAVEL ACCESS TRACK
‘ FILL TO SCREW PILE E I
.
2 \ NOM. 200 TK.
6 \ ‘CRUSHED ROCK
* DEPTH OF PILES MUST ALSO BE AT LEAST ta * *. |
7.0m BELOW NATURAL GROUND LEVEL g|& is ]
2 é —_ iy, Vv ae |__|
13. cite, IMPORTED COMPACTED
| as r—_] COHESIVE ROAD BASE
je « “ LOCALLY GROUT ANY HOLES
ae us |_| THROUGH PILED WALLS 2 LAYERS A39
“ NOTE:
teenremeres | YY “he Biomceornenic WHERE POSSIBLE MAINTAIN
HOLES AT 200m VERTICAL MIN. 600mm [~~] BENCH FILL
TYPICAL @450 CFA CRS. IN SCREW PILE oy oH NETRATEN | INTO SLOPE ALLETSTANG EGET ATION
cavity [—]
GROUT REPLACEMENT PILE | 4 4 . | ——s EXSTING
NOTTO SAE SoReW PILE WICK DRANS | oan | Ni 4 [| DRILL AND EPOXY BIDIM GEOFABRIC
AT 6.0m CRS. zl \ 200 GROUTED BARS
&
: arsoness. ACCESS TRACK
=| ¢ DRIVEWAYIFLOOR SLAB _/ TYPE TEMPORARY CONSTRUCTION
Hy) : “ Nor TOSSHE
&|__ 800 | y)
g
2
LOTS 3 BACKFILL WITH
B CONCRETE ( OBTAIN gg
| NEIGHBOURS . 8
PERMISSION ) 5 4 ~~~ ro APPROVED
WI 2
CONCRETE SCOUR 4 aA DISCHARGE POINT
aa aoe : a
CONTINUOUS 400 HIGH Feed 5 DRILL 100 DIA. THROUGH WALL
BLOCKWORK WALL TO AT 600m CRS. IN 4 aheet ATS.Om CRS. SEALED 0100
FORM OVERLAND FLOW THIS S00mn ZONE “ct DRAINS
CHANNEL WITH CONCRETE \ ak
DRILL 4 ROWS OF 25mm
EXISTING SOIL ey SCOUR PROTECTION | 4 HOLES IN PIPE AT 50mm CRS.
PROFILE CONTINUOUS 750 x 6000 " WITH GEOFABRIC FILTER SOCK
WALL HEAD BEAM ON OUTSIDE
800W x 30000 a ' at he
URETEK GROUT — ~ 4 LW :
INJECTION z | Rs .
« PILE a
& | 4
5 *
& t £
| 450
SOUTH-WEST BOUNDARY
PROTECTION DETAIL |
porte TYPE SCREW PILED
VERTICAL WICK DRAIN - WD - DETAIL
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sport ESTABLISHMENT. S.PRYSTUPA 1137 LOCAL AUTHORITY: (NOOSA j
Trestucion und rartsdas [|B [0.10.14] ISSUED FOR DA APPROVAL AV. fe Asta ish MARKUS HASLER. Stina ie 8 HAIN Metece O=0r 9 Date NCU APPROVAL HORIZ DATUM Sheet Revision
ssued for construction’ In the: A_|AUG 14] ISSUED FOR OP WORKS APPROVAL. AV. erquires@todcor suing << ree Joccorsutirg com nw AUGUST 2014 ROL APPROVAL VERT DATUM AHD 8 of 4 0 B
revlon description. Rev! Date |Revision Description Drawn PE eee ES ‘ ~ OPW APPROVAL RL

 

 

 

 

Page 9

 

COG 200

50 DIA. HOLE TO
PILE WITH 800 LONG

N32 TIE BAR \

g =e _| sRouno

BEAM

 

 

 

2.0m LONG N32. BAR
‘COG 200 INTO BEAM

 

 

2COATS INTERGARD
278 HIGH BUILD EPOXY
PAINT TO PILE

 

2000
EPOXY PAINT

 

CONCRETE FILLED
[> —— GALVANISED STEEL
CHS SCREW PILE (REFER
TO PILING LEGEND
I FOR SIZE, DEPTH AND
| SAFE WORKING LOAD )
'

 

 

 

TYPE VERTICAL SCREW PILE (RV1, RV2)

 

50 DIA. HOLE TO
PILE VATH 1000 LONG
N32 TIE BAR TO BEAM

   
   

2.No. N32 BARS:
10.0m LONG
COG 609 INTO BEAM

 

 

 

2. COATS INTERGARD
—]1 278 HIGH BUILD EPOXY
215 PAINT TO PILE

 

CONCRETE FILLED
GALVANISED STEEL

CHS SCREW PILE (REFER
TO PILING LEGEND

FOR SIZE, DEPTH ANO
SAFE WORKING LOAD )

TYPE VERTICAL
SCREW PILE

 

 

TYPE RAKING TENSION SCREW PILE (RT)

NOT TO SCAE

50 DIA. HOLE TO
PILE WITH 1000 LONG
N32 TIE BAR TO BEAM

 
  
  
   

    
   

2 COATS INTERGARD
278 HIGH BUILD EPOXY

GROUND / WALL PAINT TO PILE
HEAD BEAM
2.No, N32 BARS
10.0m LONG
COG 600 INTO BEAM
TYPE VERTI
SCREW PILE

CONCRETE FILLED
GALVANISED STEEL

CHS SCREW PILE (REFER
TO PILING LEGEND

FOR SIZE, DEPTH AND
SAFE WORKING LOAD )

TYPE RAKING COMPRESSION SCREW PILE (RC)

NOT TO SCME

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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iat et ace — ESTABLISHMENT. consuliog eomineels| tet ors. OP oan ae 14517-OP09
eo Te] | =| | MARKUS HASLER. Ee eT UAL eee ee (udeludladadudalu az —
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