Archs and Structurals

 

GENERAL

1, THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL OTHER CONSULTANTS DRAWINGS AND SPECIFICATIONS.

2. BEFORE PROCEEDING WITH THE WORKS ANY DISCREPANCIES IN THE ENGINEERING DRAWINGS SHALL BE REFERRED
FOR DECISION TO THE ENGINEER.

3. SETTING OUT DIMENSIONS AND SIZES OF STRUCTURAL MEMBERS OR ELEMENTS SHALL NOT BE OBTAINED BY
SCALING THE STRUCTURAL DRAWINGS

4, ANY SETTING OUT DIMENSIONS SHOWN ON THE ENGINEERING DRAWINGS SHALL BE CHECKED BY THE CONTRACTOR
BEFORE CONSTRUCTION WORKS COMMENCES.

5. DURING CONSTRUCTION THE STRUCTURE SHALL BE MAINTANED IN A STABLE CONDITION. CONSTRUCTION LOADS
MUST NOT EXCEED THE CAPACITY OF THE STRUCTURE AT THE TIME OF LOADING. IF IN DOUBT ASK THE ENGINEER.

6. _ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE THE REQUIREMENTS OF THE CURRENT
EDITIONS INCLUDING AMENDMENTS OF THE RELEVANT SAA CODES OF PRACTICE, EXCEPT AS
VARIED BY THE CONTRACT DOCUMENTS AND OF THE BY-LAWS OF THE LOCAL GOVERNMENT AUTHORITY.

7. WIND LOADS FOR THIS PROJECT HAVE BEEN DETERMINED IN ACCORDANCE WITH AS1170.1 - 2002

8 PERMANENT, IMPOSED AND OTHER LOADS (DEAD & LIVE) FOR THIS PROJECT HAVE BEEN DETERMINED IN
ACCORDANCE WITH AS1170.2 - 2002.

9. A SITE CLASSIFICATION FOR THIS PROJECT WAS DETERMINED IN ACCORDANCE WITH AS2870 - 1996

 

 

 

 

 

 

 

 

 

 

 

SITE CLASS FOUNDATIONS ‘Surface Movement (ys)
7 SUGHTLY REACINE CLAY SITES, WITH. ONLY SUGHT GROUND
CUSS ~ S WOVEMENT FROM MOISTURE CHANGES oeys<zo
~ MODERATELY REACIVE CLAY OR SILT STES WHICH CAV EXPERIENCE
CUSS = M MODERATE GROUND MOVEMENT FROM MOISTURE CHANGES, do<1S<40
~ HIGHLY REACINE CIAY SITES, WHICH CAN EXPERIENCE. HGH
CUSS ~ P| GROUND MOVEMENT FROM MOISTURE. CHANGES. 40<¥S<60
HIGHLY REACTIVE CLAY SITES, WHICH CAN EXPERIENCE. HIGH
GUSS ~ H2 | GROUND MOVENENT FROM MOISTURE CHANGES. S0<¥S<75
_ ATREWELY REACTVE. SITES, WHICH CAN EXPERIENCE. EXTREME
GLASS - E GROUND MOVEMENT FROM MOSSTURE CHANGES, 75
CUSS = Ato P_| FILED STES. WARES
STES WHICH INCLUDE SOFT SOLS SUCH AS SOFT CLAY OR SIT OR
CLASS - P LOOSE SDS, UNDSL, Me SUBSIDENCE: COLLAPSING _ SOILS:
SOIL SUBJECT TO TO EROSION; REACTIVE SHES SUBJECT 0 ABNORMAL
WT COMDMONS OR SES WHGR-CAWOT BE CLSSPLD

 

 

EARTHWORKS NOTES:
WHERE. ANY FILLING IS CARRIED OUT ON THE SITE AFTER THE COMPLETION OF THE SITE INVESTIGATION, THE
FOLLOWING RECOMMENDATION SHALL BE FOLLOWED:—

1. THE SITE SHALL BE STRIPPED OF ALL VEGETATION PRIOR TO THE PLACEMENT OF ANY FILLING MATERIAL.
2. COMPACTION STANDARDS FOR FILLING MATERIAL

A. Controlled Filling

(A) SAND FILLING UP TO 800 DEEP, PLACED IN MAXIMUM 300 THICK LAYERS AND COMPACTED WITH A VIBRATING
ROLLER TO ACHIEVE A MINIMUM DYNAMIC CONE PENETROMETER READING OF 5 BLOWS PER 300 PENETRATION
(REFER AS 1289,F3.3). SAND FILL MAY BE FLOODED IF NECESSARY TO ACHIEVE THIS COMPACTION STANDARD,
PROVIDED THE WATER CAN SUBSEQUENTLY BE DRANED FROM THE SITE.

(8) NON-SAND FILUNG UP TO 400 DEEP, PLACED IN MAXIMUM 150 THICK LAYERS AND COMPACTED WITH A
MECHANICAL ROLLER. CLAY FILL SHALL BE MOIST DURING COMPACTION.

(C) CONTROLLED FILUNG SHALL CONTINUE FOR AT LEAST 1 METRE PAST THE EDGE OF THE FOOTING BEAM AND SHALL
BE BATTERED BACK TO THE ORIGINAL SURFACE WITH A SLOPE OF NO MORE THAN 1:2 (VERT : HOR).
(0) WHERE THE DEPTH OF FILUNG MATERIAL EXCEEDS THAT SPECIFIED ABOVE, THE FILLING MATERIAL SHALL BE
COMPACTED AS FOLLOWS:—
‘SAND FILL TO 65% DENSITY INDEX IN ACCORDANCE WITH AS1289.66.1
NON-SAND FILL TO 95% MAXIMUM DRY DENSITY (STANDARD COMPACTION) IN ACCORDANCE WITH AS1289 - 5.4.1
COMPACTION TESTS SHALL BE CARRIED OUT ON EACH LAYER AS THE FILLING IS PLACED. IF THE COMPACTION STANDARD
SPECIFIED IS NOT ACHIEVED, THEN A "PIER AND SLAB” AND “PIER AND BEAM” FOOTING DESIGN SHALL BE ADOPTED WITH
ALL PIERS FOUNDED ON THE UNDERLYING NATURAL MATERIAL.
B._Track or Rolled Filling
(A) SAND FILLING UP TO 600 DEEP, PLACED IN MAXIMUM 300 THICK LAYERS AND COMPACTED BY REPEATED
ROLLING WITH AN EXCAVATOR.
(B) NON-SAND FILING UP TO 600 DEEP, PLACED IN MAXIMUM 150 THICK LAYERS AND COMPACTED BY REPEATED
ROLLING WITH AN EXCAVATOR, OR ITEM OF COMPACTION PLANT.
(C) WHERE THE DEPTH OF FILLING MATERIAL EXCEEDS THAT SPECIFIED ABOVE, THE FILLING MATERIAL SHALL BE
COMPACTED AS FOLLOWS:—
SAND FILL TO 65% DENSITY INDEX IN ACCORDANCE WITH AS1289.E6.1
NON-SAND FILL TO 95% MAXIMUM DRY DENSITY (STANDARD COMPACTION) IN ACCORDANCE WITH AS1289 - 5.4.1
COMPACTION TESTS SHALL BE CARRIED OUT ON EACH LAYER AS THE FILLING IS PLACED. IF THE COMPACTION STANDARD
SPECIFIED IS NOT ACHIEVED, THEN A “PIER AND SLAB” AND “PIER AND BEAM” FOOTING DESIGN SHALL BE ADOPTED WITH
‘ALL PIERS FOUNDED ON THE NATURAL UNDERLYING MATERIAL.

 

FORM 15 CERTIFYING RPEQ ENGINEER

BLACKALL_ RANGE CONSULTING ENGINEER

Consulting Civil, Structural and Geotechnical Engineer

Po Box 342
Campbell J Foster Wenlion OLD, 4550,
BEng(Civil), MIEAust., (60975), CPEng, RPEQ (7728) (07) 5: 7332 (Fax)

0419 140465 (Mobile)

 

 

 

RESIDENTIAL & LIGHT COMMERCIAL FOOTINGS — CONSTRUCTION NOTES
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WH THE REQUIREMENTS OF THE RELEVANT CURRENT AUSTRALAN

STANDARD CODES (AS3600-2001 & AS2870-1996), BUILDING BY-LANS AND THE ORDINANCES OF THE RELEVANT LOCAL AUTHORITY.
2. CONCRETE FOOTINGS AND SLAB (DUE TO EXPOSURE)

1) CONCRETE CLASS ~ MINIMUM 20 MPA AT 28 OAYS
SLAB ON GROUND WITH — 20 NOMINAL WAXINUM AGGREGATE SIZE
DAMP-PROOF NEMBRANE — 80 WAXINUM SLUMP +/—10MM
ll) CONCRETE CLASS — MINIMUM 25 MPA AT 28 DAYS
FOOTING NON-AGGRESSNE — 20 NOMINAL MAXIMUM AGGREGATE SIZE
So = 80 MAXIMUM SLUMP +/—1ONM
Il) CONCRETE. CLASS — MINIMUM 32 MPA AT 28 DAYS

FOOTING-AGGRESSNE SOIL
(1KM - 50 KM FROM COASTLINE)

IV) CONCRETE CLASS

FOOTING-AGGRESSNE SOIL
(UPTO 1KM FROM COASTLINE)

V) CONCRETE CLASS
SUSPENDED SLAB

— 20 NOMINAL MAXIMUM AGGREGATE SIZE

~ 80 MAXIMUM SLUMP +/—10WM
— MINIMUM 40 MPA AT 28 DAYS

— 20 NOMINAL MAXIMUM AGGREGATE SIZE

80 MAXIMUM SLUMP +/—-10WM
— MINIMUM 32 MPA AT 28 DAYS FOR INTERNAL SLABS

— MINIMUM 40 MPA AT 28 DAYS FOR EXTERNAL SLABS
— 20 NOMINAL MAXIMUM AGGREGATE SIZE
~ 80 MAXIMUM SLUMP +/-10WM
— MINIMUM 20 MPA AT 28 DAYS
~ MINIMUM 25 MPA AT 28 DAYS
— MINIMUM 25 MPA AT 28 DAYS
~ MINIMUM 32 MPA AT 28 DAYS
~ MINIMUM 40 MPA AT 28 DAYS
— 25 TO UPPER FACE OF INTERNAL SLABS -0 +5MM
— 45 FOR EXTERNAL EXPOSURE
— 30 TO A MEMBRANE IN CONTACT WITH THE GROUND

5. _ MINIMUM LAPS AND SPLICES FOR REINFORCEMENT ~ 40 TO UNPROTECTED GROUND
(A) SLAB FABRIC — 225 WINIMUM OVERLAP OF TRANSVERSE BARS AT ALL EDGES

(8) TRENCH MESH — 500 SPLICES IN ALL FOOTING BEAMS
— LAPS AT INTERSECTIONS AS PER THE DESIGN DRAWINGS
— 500 SPLICES IN ALL FOOTING BEAMS

PROVIDE “L” BARS AT ALL BEAM INTERSECTIONS WITH 500 LAP TO EACH LEG
6. REPLACES SHALL BE SUPPORTED ON SLAB THICKENING EXTENDING 300 PAST THE EDGES OF THE MASONRY, AND

REINFORCED WITH F72 MESH TOP AND BOTTOM. SLAB THICKENING SHALL BE 150 THICK FOR SINGLE STOREY CONSTRUCTION
"AND 200 THICK FOR TWO STOREY CONSTRUCTION.

7. REINFORCING MESH MAY BE REDUCED TO F72 FOR SLABS UNDER 18M IN LENGTH ON "S” SITES
8. WHERE THE FLOOR SLAB IS TO BE TILED, THE FOLLOWING RECOMMENDATIONS ARE MADE, IN ORDER TO
WINIMISE THE EFFECT OF SHRINKAGE:—
— F92 SLAB MESH (OR EQUIVALENT) SHOULD BE PROMIDED

3. CONCRETE SLAB (DUE TO ABRASION)
|) FOOTPATHS & RESIDENTIAL DRNEWAYS

ll) COWMERCIAL/INDUSTRAL FLOORS NO VEHICULAR TRAFFIC
IM) LIGHT PNEUMATIC TYRED TRAFFIC UP TO 3 T
IM) OTHER PNEUMATIC TYRED TRAFFIC OVER 3 T

V) NON-PNEUMATIC TYRED TRAFFIC
4, MINIMUM COVER

TO REINFORCEMENT

(0) REINFORCING BARS

Construction Joints & Penetrations

9, CONSTRUCTIONS JOINTS OR POUR BREAKS WHERE NOT SHOWN ON THE APPROVED PLANS OR DETALS SHALL BE LOCATED AND FORMED TO THE
APPROVAL OF THE ENGINEER.

10. NO PENETRATIONS, RECESSES OR CHASES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE
MEMBERS WITHOUT THE APPROVAL OF THE ENGINEER.

11. AT PENETRATIONS IN SLABS UNLESS OTHERWISE DETALED REINFORCEMENT MUST NOT BE CUT BUT SHALL BE GATHERED EQUALLY
TO EACH SIDE OF THE PENETRATIONS AND EXTRA REINFORCEMENT PROVIDED BETWEEN THE PENETRATIONS AS DIRECTED BY THE ENGINEER.

Reinforcement Placement

12. REINFORCEMENT IS PRESENTED DIAGRAMMATICALLY. IT IS NOT NECESSARILY SHOWN IN TRUE PROJECTION.

13. PROVIDE THE ENGINEER WITH 24 HOURS NOTICE OF REINFORCEMENT BEING READY FOR INSPECTION.
NO CONCRETE IS TO BE POURED WITHOUT THE APPROVAL OF THE ENGINEER.

14. SPLICES IN REINFORCEMENT SHALL BE MADE ONLY IN THE POSITIONS SHOWN WHERE LAP LENGTH IS NOT SHOWN IT SHALL BE SUFFICIENT
TO DEVELOP THE FULL STRENGTH OF THE REINFORCEMENT.

15. WELDING OF REINFORCEMENT WILL ONLY BE PERMITTED WITH THE PRIOR APPROVAL OF THE ENGINEER.

16. REINFORCEMENT MUST NOT BE CONTINUOUS THROUGH CONSTRUCTION JOINTS.

17, SPACEMENT OF SUFFICIENT “STOOLS” UNDER MAN BOTTOM REINFORCEMENT BAR AND TOP CROSS BAR IN SLABS TO ALLOW ADEQUATE

SUPPORT IN CORRECT POSITION DURING CONCRETING (NOT GREATER THAN 900MM SPACING'S).

. SUPPLY AND LAY STEEL FABRIC IN FLAT SHEETS AT SPLICES, FABRIC SHALL BE LAPPED AS SPECIFIED OF IN ACCORDANCE WITH AS3600.

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Reinforcement
49. REINFORCEMENT SYMBOLS:
N GRADE 500 MPA DEFORMED BAR
SL GRADE 500 MPA DEFORMED SLAB MESH
Y GRADE 410 MPA DEFORMED BAR
‘A GRADE 250 MPA DEFORMED BAR - POOLS CONSTRUCTION
R GRADE 250 MPA PLAN BAR
Curing & Placement of Concrete
20, SLABS TO BE CURED AND KEPT MOIST FOR 7 DAYS (MIN.)
21. NO CONCRETE TO BE POURED WHEN SITE TEMPERATURE EXCEEDS 35° C OR FALLS BELOW 5 C.

Grouting

21. GROUTING UNDER BASE PLATES SHALL BE THE RESPONSIBILTY OF THE STEELWORK ERECTION CONTRACTOR,
ROUTING THICKNESS SHALL BE NOMINALLY 40MM UN.O

22. GROUT FOR BASE PLATES SHALL BE MINIMUM SOMPA COMPRESSNE STRENGTH, AND BE A PROPRIETARY
PRODUCE SUCH AS FOSROC, CONBEXTRA HF OR EMBERCON MASTERFLOW, OR EQUNALENT AND APPROVED.

23, BASE PLATES SHALL BE SUPPORTED BEFORE GROUTING BY GALVANISED STEEL PACKERS COVERING NOT LESS
THAN 10% OF THE BEARING AREA. ACCESS FOR GROUTING MUST NOT BE BLOCKED BY PACKERS. THE STEEL
ERECTION CONTRACTOR SHALL PROMIDE ALL FASTENERS, SITE CLEATS, PACKERS, SHIMS, WEDGES AND LANDING
STOOLS, AND THE LIKE NECESSARY FOR THE EFFICIENT AND SAFE ERECTION OF THE STEEL WORKS.

TIMBER NOTES:

1, ALL TIMBER DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH AS1720 & AS1684 U.N.O.
2. SOFTWOOD SHALL BE MIN. STRESS GRADE F5 U.N.0. HARDWOOD SHALL BE MIN. STRESS GRADE F14 U.N.O.
3. EXTERNAL TIMBER SHALL BE EITHER HARDWOOD - DURABILITY CLASS | OR ll, OR IMPREGNATED PINE GRADE 7,
PRESSURE TREATED TO AS1604 AND RE-DRIED PRIOR TO USE. SUPPLEMENTARY TREATMENT SHALL BE APPLIED TO ALL
CUT SURFACES. DETAILS OF PRESERVATIVE TREATMENT SHALL BE PROVIDED TO THE ENGINEER.
4, TIMBER TRUSSES SHALL SUPPLIED BE PRE-CAMBERED AN AMOUNT EQUAL TO THE APPLIED DEAD LOAD DEFLECTION.
THEE (3) COPIES OF THE “SHOP” DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER FOR CHECKING AND FOR
SUBMISSION TO THE LOCAL GOV. AUTHORITY. THE DESIGN LOADS ON ROOF, CEILING, TRUSS NODE POINTS AND
‘AMOUNT OF PRE-CAMBER PROVIDED ARE TO BE CLEARLY SHOWING ON DRAWINGS.
5. ALL BOLTS IN TIMBER CONSTRUCTION SHALL BE MINIMUM M12 U.N.O AND BOLTS, NUTS AND WASHERS SHALL BE
HOT DIP GALVANISED. BOLT HOLES DRILLED IN TIMBER SHALL BE EXACT SIZE FOR BOLTS. WASHERS UNDER BOLT HEAD
AND NUTS SHALL BE AT LEAST 2.5 TIMES BOLT DIAMETER.
6. TIMBER DIMENSIONS ON THE FINISH WIDTH AND THICKNESS OF TIMBER TO BE:
A. SEASONED SOFTWOOD = +5.0, -0 MM
B. UNSEASONED SOFTWOOD —>F7 +5.0, -3 WM, <F7 +2.0, -4.0 MM
C. SEASONED HARDWOOD = +2.0, -0 WM
D. —UNSEASONED HARDWOOD = +3.0, -3 MM
(REFERENCE ALSO CLAUSE 1.6.2 IN AS2082)
7, ALL TIMBER JOINTS AND NOTCHES SHALL BE 100MM MINIMUM AWAY FROM LOOSE KNOTS, SEVERE SLOPING GRAIN
GUM VEINS OR OTHER MINOR DEFECTS.
8. ALL DETAILS NOT SHOWN ON THE ENGINEERING DRAWINGS SHALL BE IN ACCORDANCE WITH AS1684 - 1996
RESIDENTIAL TIMBER FRAMING CODE AND BEST PRACTICES.
9. ROOF TRUSSES
‘A DESIGN CERTIFICATE IS T0 BE PROVIDED PRIOR TO TRUSS MANUFACTURE AND SIGNED BY TRUSS ENGINEER (RPEQ).
ONCE THE TRUSSES ARE INSTALLED THE TRUSS ENGINEER SHALL PROVIDE A CERTIFICATE INDICATING THAT THE TRUSSES
HAVE BEEN INSTALLED AS REQUIRED. THE CERTIFICATE SHOULS ALSO INDICATE AND COVER ALL BRACING AND TIE-DOWN REQ'D.
R RAI WOR
1. ALL STEELWORK AND MATERIALS SHALL BE IN ACCORDANCE WITH AS4100 UNO.
2. ALL WELDING TO BE IN ACCORDANCE WITH AS1554 EXCEPT WHERE VARIED BY THE CONTRACT DOCUMENTS, OR PROJECT DRAWINGS.
ALL WELDS SHALL BE UNDERTAKEN BY A QUALIFIED AND CERTIFIED WELDER IN ACCORDANCE WITH AS 1554.
ALL WELDING SHALL BE 6MM CONTINUOUS FILLET WELDS UN.O USING E48XX ELECTRODES, STRUCTURAL PURPOSE (S.P) WELDS.
BUTT WELDS SHALL BE QUALIFIED, COMPLETE PENETRATION FULL STRENGTH BUTT WELDS TO AS 1554 PART 1
UNLESS NOTED OTHERWISE, ALL HOT ROLLER STEEL SECTIONS SHALL BE GRADE 300 IN ACCORDANCE WITH AS 3678 & 3679.1.

AS 1163 FOR RHS SECTIONS - GRADE 350 MINIMUM
‘AS 1163 FOR CHS SECTIONS - GRADE 350 MINIMUM
THE BUILDER SHALL PREPARE FABRICATION DRAWINGS AND SHALL SUBMIT THREE (3) COPIES OF EACH DRAWING FOR
APPROVAL. FABRICATION SHALL NOT COMMENCE UNTIL DRAWINGS HAVE BEEN SUBMITTED.
. ALL STEELWORK THAT WILL BE EXPOSED TO VIEW SHALL HAVE WELD SPLATTER, FLUX, DAGS AND BURRS REMOVED,
AND ALL SEALING AND BUTT WELDS GROUND FLUSH.
1. THE BUILDER SHALL PROVIDE ALL CLEATS AND HOLES FOR FIXING STEEL AND TIMBER TO STEEL AS REQUIRED BY THE DRAWINGS

WHETHER OR NOT SHOWN.
‘SURFACE TREATMENT OR COATINGS

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ELEMENT SURFACE PREPARATION TREATMENT OR COATING FINISH

(4S 1627 - PART)
ALL INTERNAL ELEMENTS ABRASIVE BLAST, HAND CLEAN — /ALKYD ZINC PHOSPHATE PRIMER-TYPE 1 ISEE ARCHITECTS SPECS.
EXCEPT GALV. PURLINS |AND POWER WIRE BRUSH TO (AS 4089) THICKNESS 0.075MM
(INTERNAL) CLASS 1 AS1627
EXPOSED STEELWORK ABRASIVE BLAST, HAND CLEAN — ALKYD ZINC PHOSPHATE PRIMER-TYPE 1 ISEE ARCHITECTS SPECS.
(INTERNAL) ‘AND POWER WIRE BRUSH TO (AS 4089) THICKNESS 0.075MM

CLASS 1 AS1627 TWO COATS FULL GLOSS (AS4025.1)

THICKNESS 0.050MM EACH COAT

EXPOSED STEELWORK CHEMICAL DEGREASE & ACID HOT DIPPED GALVANIZED ISEE ARCHITECTS SPECS.
(EXTERNAL) DESCALE THICKNESS - 350GMS/M2

 

 

8 COLD FORMED SECTIONS SHALL COMPLY WITH AS/NZS 4600, ASI594 & ASI595.

9, MINIMUM STEEL YIELD STRESS - PURUNS & GIRTS SHALL BE 450 MPA.

10, ALL PURLINS & GIRTS SECTIONS SHALL HAVE A MINIMUM GALVANIZED STEEL COATING - 350GMS/M2

11. ALL LAPS & BRIDGING SHALL BE IN ACCORDANCE WITH THE MANUFACTURE'S INSTRUCTIONS.

12. UNLESS NOTED, ALL WELDS SHALL BE 6MM CONTINUOUS FILLET (NOTED CFW) CATEGORY GP USING E41XX OR E48XX ELECTRODES.
13. UNLESS NOTED, ALL GUSSET PLATES SHALL BE 10MM.

14. ALL HOLDING DOWN BOLTS SHALL BE EITHER COMMERCIAL BOLTS OR BE MADE FROM MILD STEEL BAR GRADE 250 MPA U.N.O.

15. BOLT DESIGNATION - TYPICAL U.N.O

BOLT TYPE COMMENTS

4.6/5 COMMERCIAL BOLTS GRADE 4.6 TO AS1111 - SNUG TIGHTENED

88/S HIGH STRENGTH STRUCTURAL BOLTS GRADE 8.8 10 AS1252 - SNUG TIGHTENED

88/1B HIGH STRENGTH STRUCTURAL BOLTS GRADE 8.8 10 AS1252 - FULLY TENSIONED
TO ASIS11 & BEARING JOINT.

88/TF HIGH STRENGTH STRUCTURAL BOLTS GRADE 8.8 TO AS1252 - FULLY TENSIONED

TO ASIS11 AS A FRICTION JOINT WITH FACING SURFACE LEFT UNCOATED
16. CONCRETE ENCASED STEELWORK SHALL BE UNPAINTED, FREE FROM ALL LOOSE RUST, LOOSE MILL SCALE, DIRT, OIL, GREASE, ETC. AND THE
ENCASEMENT CONCRETE STRENGTH SHALL BE MINIMUM 25 MPA AND COVER OF SSMM. CONCRETE ENCASING SHALL BE CENTRALLY
REINFORCED WITH 5 MM WIRE TO AS15303 OR 6 MM STRUCTURAL GRADE BARS TO AS1302 AT 1SOMM PITCH,
17. ALL STEELWORK SHALL BE SECURED USING TEMPORARY BRACING TO STABILISE THE STRUCTURE DURING ERECTION.

 

ISSUE

GRAHAM GREEN
DESIGN DRAFTING

DESCRIPTION DATE

 

ISSUED FOR FORM 15 15.09.20 (B.Tech, A.0.C. Eng, QBCC 656975.)

 

14 Aquila Court,

 

Bli Bll Qld 4561

 

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Gagman Pty Ltd Mob 0438786080
QBCC No 1261742 [email protected]

 

 

 

 

 

DRAWING TITLE: PROJECT: THIS DRAWING IS SUBJECT TO COPYRIGHT AND MUST NOT BE_REPRODUCED PROJECT No. REV
STRUCTURAL NOTES EXTENSIONS/RENOTAVIONS IN WHOLE OR IN PART WITHOUT WRITTEN PERMISSION. (c) 2020. 220-132 A
SCALE: DATE: SITE ADDRESS: 6 SOUTHERN CROSS PARADE| OWNER/S: MR & MRS KOTZEE SHEET No.:
1:100 (a3) | SEPT 2020 SUNSHINE BEACH, QLD C/- ST ANDREWS CONSTRUCTION 12 OF 17