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PROPOSED WINNEY BAY CLIFFTOP WALK,5 LANDS COASTAL WALKWAY - STAGE 5,CAPTAIN COOK LOOKOUT - WINNEY BAY
AT
COPACABANA, NSWFOR
GOSFORD CITY COUNCILA4 SERIES - BRIDGE STRUCTURAL PLANS AND DETAILS
LOCALITY PLAN
SITE
DRAWING LIST
RGHCONSULTINGGROUPMulti-discipline Engineering
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
A4.01 COVER SHEET
A4.02 STRUCTURAL NOTES
A4.03 DETAIL BRIDGE PLAN
A4.04 BRIDGE PILING AND ABUTMENT SETOUT PLAN
A4.05 BRIDGE PILE AND ABUTMENT STRUCTURAL DETAIL
A4.06 BRIDGE BEARING PAD DETAILS
A4.07 TYPICAL BRIDGE ELEVATION
A4.08 TYPICAL BRIDGE SECTION
A4.09 STRUCTURAL CONNECTION DETAILS SHEET 1
NEW BRIDGE: 2015
DESIGN STANDARD: AS 5100-2004; BRIDGE DESIGN
EARTHQUAKE LOADING (TO BRIDGE CODE - AS5100):
BRIDGE CLASSIFICATION: TYPE I
IMPORTANCE FACTOR: 3.0
ACCELERATION COEFFICIENT: a = 0.11
SITE FACTOR: s = 1.0
DESIGN CATEGORY: BEDC-1
WIND LOADING:
DESIGN WIND SPEED = 102.8m/s
REFERENCE REPORTS:
GEOTECHNICAL INVESTIGATION REPORTS:
BY DOUGLAS PARTNERS Pty. Ltd., REPORT No. 84701.00, DATED APRIL 2015
ALLOWANCE FOR SUPERIMPOSED DEAD LOADS: 0.5 kPa (SERVICEABILITY)
& BY PELLS SULLIVAN MEYNINK: REFERENCE PSM1984-002R DATED 15 OCTOBER 2012
SERVICEABILITY WIND SPEED = 79.2m/s
(CONCEPT DESIGN. NOT FOR CONSTUCTION. SUBJECT TO DYNAMIC ANALYSIS TO AS5100)
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
COVER SHEET
1:200
A4.01
D
A 05.06.15PRELIMINARY ISSUE TO
QUANTITY SURVEYOR
CONCEPT PLANS
NOT FOR CONSTRUCTION
B 24.06.15RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15C 90% ISSUE
19.08.15D COUNCIL APPROVAL
S01. ALL WORKMANSHIP AND MATERIALS SHALL BE IN
ACCORDANCE
WITH AS 4100 AND AS 1554 EXCEPT WHERE VARIED BY THE
CONTRACT DOCUMENTS.
S02. UNLESS NOTED OTHERWISE ALL MATERIAL SHALL BE:
·GRADE 250 HOT-ROLLED PLATES COMPLYING WITH AS 3678;
·GRADE 250 HOT-ROLLED FLATS,.
·GRADE 300PLUS UB, UC, PFC, ANGLES, AND TFB,
·GRADE 300 WB, WC COMPLYING WITH AS 3679.2;
·GRADE C350 RHS, CHS COMPLYING WITH AS 1163;
S03. THREE(3) COPIES OF WORKSHOP FABRICATION DRAWINGS SHALL
BE SUBMITTED TO THE ENGINEER FOR REVIEW AT LEAST 7 DAYS PRIOR
TO COMMENCEMENT OF FABRICATION AND PERMISSION TO USE
OBTAINED PRIOR TO FABRICATION. PERMISSION TO USE DOES NOT
RELIEVE THE BUILDER OF THE FULL RESPONSIBILITY FOR DIMENSIONS,
FIT AND COMPLIANCE WITH ARCHITECTURAL AND ENGINEERING
DRAWINGS.
S04. BOLTS:-
· 4.6/S - COMMERCIAL BOLTS OF GRADE 4.6 TO AS 1111, SNUG
TIGHTENED.
· 8.8/S - HIGH STRENGTH STRUCTURAL BOLTS OF GRADE 8.8 TO AS 1252,
SNUG TIGHTENED.
· 8.8/TB - HIGH STRENGTH STRUCTURAL BOLTS OF GRADE 8.8 TO AS
1252 FULLY TENSIONED TO AS 4100 AS BEARING JOINT.
· 8.8/TF - HIGH STRENGTH STRUCTURAL BOLTS OF GRADE 8.8 TO AS
1252 FULLY TENSIONED TO AS 4100 AS A FRICTION JOINT WITH FACING
SURFACES LEFT UNCOATED.
ALL BOLTS SHALL BE M20 GRADE 8.8/S UNLESS NOTED. NO
CONNECTION SHALL HAVE LESS THAN 2 BOLTS. ALL BOLTS, NUTS &
WASHERS TO BE GALVANISED. TB AND TF BOLTS TO BE INSTALLED
USING APPROVED LOAD INDICATING WASHERS, OR BY TURN OF NUT
CONTROL OF TENSIONING.
S05. WELDING SHALL BE CARRIED OUT IN ACCORDANCE WITH AS
1554.1. WELDING S5 CONSUMABLES SHALL BE E48XX OR W50X U.N.O.
ALL WELD SHALL BE 6 MM CFW SP CATEGORY U.N.O. CPBW SHALL BE
SP CATEGORY U.N.O. INSPECTION SHALL BE CARRIED OUT TO AS 1554.1.
ALL GP/SP WELDS SHALL BE 100% VISUALLY SCANNED.
BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS TO AS 1554.
S06. ALL DETAILS, GAUGE LINES ETC. WHERE NOT SPECIFICALLY
SHOWN ARE TO BE IN ACCORDANCE WITH AISC DESIGN CAPACITY
TABLES FOR STRUCTURAL STEEL AND AISC STANDARDIZED
STRUCTURAL CONNECTIONS. PLATES TO BE 10mm THICK,
EX-STANDARD SQUARE EDGE FLATS U.N.O.
S07. STEELWORK TO BE CONCRETE ENCASED SHALL BE WRAPPED
WITH F41 STEELWIRE FABRIC AND SHALL HAVE 50mm MINIMUM
CONCRETE COVER TO THE STRUCTURAL STEEL.
S08. PROVIDE SEAL PLATES TO ALL HOLLOW SECTIONS. PROVIDE VENT
HOLES TO HOLLOW MEMBERS & DRAIN HOLES TO ALL MEMBERS TO BE
HOT DIP GALVANISED.
S09. IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT
STEELWORK IS SECURELY TEMPORARILY BRACED AS NECESSARY TO
STABILISE THE STRUCTURE DURING ERECTION.
S10. STRUCTURAL STEELWORK SHALL HAVE THE FOLLOWING SURFACE
TREATMENT IN ACCORDANCE WITH THE SPECIFICATION.
S11. THE BUILDER SHALL PROVIDE ALL CLEATS AND DRILL ALL HOLES
NECESSARY FOR FIXING STEEL TO STEEL AND TIMBER TO STEEL
WHETHER OR NOT DETAILED ON THE DRAWINGS.
S12. THE FABRICATION AND ERECTION OF THE STRUCTURAL
STEELWORK SHALL BE UNDERTAKEN BY A QUALIFIED PERSON
EXPERIENCED IN SUCH SUPERVISION, IN ORDER TO ENSURE THAT ALL
REQUIREMENTS OF THE DESIGN ARE MET. ALL BEAMS AND RAFTERS
SHALL BE FABRICATED AND ERECTED WITH NATURAL CAMBER UP.
S13. REFERENCE SHOULD BE MADE TO AS 2312 FOR APPROPRIATE
COATING SYSTEMS FOR ALL EXTERNAL APPLICATIONS. COATING OF
EXTERNAL LINTELS SHALL BE IN ACCORDANCE WITH B.C.A AND AS 3700.
SURFACE
CLEANING
PROTECTIVE
COATING
· EXTERNAL MECHANICAL HOT DIPPED GALV.
ELEMENT
STRUCTURAL STEEL (SS)
40mm32 60mmB1 (EXTERNAL)
B2 (EXTERNAL)
C2
65mm
65mm
40
50
45mm
- -
-
-
A2 (EXTERNAL)
A1 (INTERNAL)
50mm
40mm
20
20
30mm
-
20mm
-
CONCRETE (C)
C01. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE
WITH AS 3600, AS 1379 & AS 3610 CURRENT EDITIONS WITH
AMENDMENTS, EXCEPT WHERE VARIED BY THE CONTRACT
DOCUMENTS.
C02 ALL CEMENT TO BE TYPE SL, SHRINKAGE LIMITED CEMENT IN
ACCORDANCE WITH AS3972, EXCEPT THAT THE MAXIMUM SHRINKAGE
OF THE CEMENT IN THE MORTAR TEST SAMPLE IN ACCORDANCE WITH
AS3600 SHALL BE LESS THAN 600 MICROSTRAIN.
PROJECT ASSESSMENT SHALL BE CARRIED OUT IN ACCORDANCE
WITH AS 1379 CLAUSE B7.
C03.
a. ALL CONCRETE IN SLABS AND BEAMS TO BE PROPORTIONED TO
LIMIT DRYING SHRINKAGE TO 650 MICROSTRAIN AT 56 DAYS.
b. DETAILS OF THE PROPOSED MIX TO BE SUBMITTED & APPROVAL
OBTAINED PRIOR TO POURING ANY CONCRETE.
c. SHRINKAGE TESTS SHALL BE CARRIED OUT BY AN APPROVED
NATA REGISTERED LABORATORY IN ACCORDANCE WITH AS 1012 PART
13. TESTS SHALL BE CONDUCTED ON THE FIRST BATCH OF CONCRETE
USED IN SUSPENDED SLABS AND SUBSEQUENTLY AT THE RATE OF
ONE TEST EVERY ADDITIONAL 100m³ OF CONCRETE SUPPLIED. THREE
SPECIMENS SHALL BE TAKEN FOR EACH TEST AND THE SHRINKAGE
SHALL BE THE AVERAGE OF THE THREE RESULTS.
THE COST OF TESTING SHALL BE BORNE BY THE CONTRACTOR AS
SHALL ANY ADDITIONAL TESTS REQUIRED IF THE CONCRETE FAILS
TO MEET THE SPECIFIED SHRINKAGE LIMITS.
C04. NO ADMIXTURES OTHER THAN LOW RANGE WRA SHALL BE USED
IN CONCRETE UNLESS APPROVED IN WRITING.
C05. CLEAR CONCRETE COVER TO ALL REINFORCEMENT SHALL BE AS
FOLLOWS UNLESS SHOWN OTHERWISE. COVER MAY NEED TO BE
INCREASED FOR FIRE RATING.
STRENGTH GRADE
(MPa)
SLUMP
(mm)
MAXIMUM AGGREG.
SIZE (mm)
MINIMUM CEMENT
CONTENT (kg/cu.m)
ELEMENT
EXPOSURE
CLASS TO AS
3600
MINIMUM
CONCRETE
GRADE
CAST
AGAINST
GROUND
CAST IN
FORMS &
EXPOSED
CAST IN
FORMS &
NOT
EXPOSED
NOTE: WHERE CONCRETE IS POURED ON A VAPOURPROOF
MEMBRANE 0.2mm MINIMUM THICKNESS, THE COVER TO CONCRETE
CAST AGAINST GROUND MAY BE REDUCED BY 10mm.
C06. CONCRETE SIZES SHOWN DO NOT INCLUDE THICKNESSES OF
APPLIED FINISHES. NO FINISH WHICH DECREASES COVER IS
ALLOWED WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER.
C07. DEPTHS OF BEAMS ARE GIVEN FIRST AND INCLUDE SLAB
THICKNESS.
C08. FOR CHAMFERS, DRIP GROOVES, REGLETS, ETC. REFER TO
ARCHITECT'S DETAILS, MAINTAIN COVER TO REINFORCEMENT AT
THESE DETAILS.
C09. NO HOLES, CHASES, BLOCKOUTS, DUCTS OR EMBEDMENT OF PIPES
OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE MADE IN CONCRETE MEMBERS WITHOUT THE PRIOR
WRITTEN APPROVAL OF THE ENGINEER.
C10. CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED TO
THE APPROVAL OF THE ENGINEER.
C11. ALL CONCRETE COLUMNS GREATER THAN 1.2 METRES IN HEIGHT
SHALL BE POURED A MINIMUM OF 4 HOURS PRIOR TO SLAB OR
BEAM OVER.
C12. THE FINISHED CONCRETE SHALL BE MECHANICALLY VIBRATED TO
ACHIEVE A DENSE HOMOGENEOUS MASS, COMPLETELY FILLING
THE FORMWORK THOROUGHLY EMBEDDING THE REINFORCEMENT
AND FREE OF STONE POCKETS. ALL CONCRETE INCLUDING SLABS
ON GROUND AND FOOTINGS SHALL BE COMPACTED WITH
MECHANICAL VIBRATORS.
C13. CURING OF ALL CONCRETE IS TO BE ACHIEVED BY KEEPING
SURFACES CONTINUOUSLY WET FOR A PERIOD OF THREE DAYS,
AND THE PREVENTION OF LOSS OF MOISTURE FOR A TOTAL OF 7
DAYS FOLLOWED BY A GRADUAL DRYING OUT. APPROVED SPRAYED
ON CURING COMPOUNDS THAT COMPLY WITH AS 3799 MAY BE USED
WHERE FLOOR FINISHES WILL NOT BE AFFECTED (REFER
MANUFACTURERS SPECIFICATION). POLYTHENE SHEETING OR WET
HESSIAN MAY BE USED IF PROTECTED FROM WIND AND TRAFFIC.
C14. CONSTRUCTION SUPPORT PROPPING IS TO BE LEFT IN PLACE
WHERE NEEDED TO AVOID OVERSTRESSING THE STRUCTURE DUE
TO CONSTRUCTION LOADING. NO BRICKWORK OR PARTITION WALLS
ARE TO BE CONSTRUCTED ON SUSPENDED LEVELS UNTIL SEVEN
DAYS AFTER PROPPING HAS BEEN REMOVED AND THE SLAB
PRE-LOADED WITH THE BRICKS OR UNITS TO BE USED IN THE WALL.
C15. REPAIRS TO CONCRETE SHALL NOT BE ATTEMPTED WITHOUT THE
PERMISSION OF THE ENGINEER.
C16. CAST-IN FIXINGS, BOLTS ETC. SHALL NOT BE ALTERED WITHOUT
THE PERMISSION OF THE ENGINEER.
C17. CONDUITS, PIPES ETC. SHALL ONLY BE LOCATED IN THE MIDDLE
THIRD OF THE SLAB DEPTH AND SPACED AT NOT LESS THAN 3
DIAMETERS. CONDUITS AND PIPES SHALL NOT BE PLACED WITHIN
THE COVER TO REINFORCEMENT.
C18. SLABS AND BEAMS SHALL BE CONSTRUCTED TO BEAR ONLY ON THE
BEAMS, WALLS, COLUMNS ETC. SHOWN ON THE DRAWINGS. ALL
OTHER BUILDING ELEMENTS SHALL BE KEPT 12mm CLEAR OF
SOFFITS OF STRUCTURE.
C19. PLASTIC FORMWORK SPACERS AND BAR CHAIRS TO BE USED IN ALL
EXPOSED CONCRETE WORK.
FORMWORK (FW)
FW1. THE DESIGN, CONSTRUCTION AND PERFORMANCE OF THE
FORMWORK AND FALSEWORK IS THE RESPONSIBILITY OF THE
BUILDER.
FW2. DESIGN AND CONSTRUCTION AND STRIPPING TIMES SHALL
COMPLY WITH AS 3610 AND AS 3600 UNLESS OTHERWISE
APPROVED BY THE ENGINEER.
FW3. DURING CONSTRUCTION, SUPPORT PROPPING SHALL BE
PROVIDED WHERE LOADS FROM STACKED MATERIALS,
FORMWORK AND OTHER SUPPORTED SLABS INDUCE LOADS IN
A SLAB OR BEAM WHICH EXCEED THE DESIGN LOAD FOR
STRENGTH OR SERVICEABILITY AT THAT AGE ONCE THE
NOMINATED 28 DAY STRENGTH HAS BEEN ATTAINED, THESE
LOADS SHALL NOT EXCEED THE DESIGN SUPERIMPOSED
LOADS SET OUT IN THE GENERAL NOTES.
FW4. IN MULTI-STOREY CONSTRUCTION PROPPING SHALL BE
PROVIDED AT LEAST 3 LEVELS BELOW THE FLOOR BEING
CAST. PROP REMOVAL IS TO BE PROGRAMMED TO AVOID
DISTRESS TO PREVIOUSLY CAST FLOORS. RE-SHORING OR
BACK-PROPPING IS SUBJECT TO THE APPROVAL OF THE
PROJECT DESIGN ENGINEER.
FW5. THE FORMWORK SHALL BE DESIGNED TO RELY ON NO
RESTRAINT OR SUPPORT FROM THE PERMANENT STRUCTURE
WITHOUT PRIOR APPROVAL FROM THE PROJECT DESIGN
ENGINEER.
FW5. FORMWORK SHALL BE DESIGNED TO ACCOMMODATE
MOVEMENTS AND LOAD RE DISTRIBUTION DUE TO
POST-TENSIONING.
FW6. WHERE NECESSARY SPECIAL REQUIREMENTS FOR SEQUENCE
OF CONCRETE PLACEMENT AND STRIPPING ARE SET OUT ON
DRAWINGS.
FW7. DESIGN INFORMATION CONCERNING THE FOUNDATION
FORMWORK SHALL BE DETERMINED FROM THE CONDITIONS
EXISTING ON SITE AT THE TIME OF CONSTRUCTION. REFER
ALSO TO THE GEOTECHNICAL REPORT WHERE AVAILABLE.
FW8. UNLESS NOTED OTHERWISE PROVIDE UPWARD CAMBER TO
FORMWORK OF CANTILEVERS OF L/120, WHERE L IS THE
SHORTEST PROJECTION BEYOND COLUMN OR WALL FACE,
AND TO FORMWORK OF SLABS WHERE NOTED ON PLAN.
MAINTAIN THE SLAB AND BEAM DEPTHS SHOWN.
R04. WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED
UNLESS SHOWN ON THE STRUCTURAL DRAWINGS OR
APPROVED BY THE ENGINEER.
R05. FABRIC SHALL BE LAPPED 2 TRANSVERSE WIRES PLUS 25mm.
BUNDLED BARS SHALL BE TIED TOGETHER AT 30 BAR DIAMETER
CENTRES WITH 3 WRAPS OF THE WIRE.
R06. WHERE TRANSVERSE TIE BARS ARE NOT SHOWN PROVIDE
N12-400 SPLICED WHERE NECESSARY AND LAP WITH MAIN BARS
400mm UNLESS NOTED.
R07. JOGGLES TO BARS SHALL COMPRISE A LENGTH OF 12 BAR
DIAMETERS BETWEEN BEGINNING AND END OF AN OFFSET OF 1
BAR DIAMETER.
R08. ALL REINFORCEMENT SHALL BE FIRMLY SUPPORTED ON MILD
STEEL PLASTIC TIPPED CHAIRS, PLASTIC CHAIRS OR CONCRETE
CHAIRS AT NOT GREATER THAN 1 METRE CENTRES BOTH WAYS,
AND 800 EACH WAY FOR FABRIC. WHEN POURED ON GROUND
AS FORMWORK PROVIDE PLATES UNDER ALL BAR CHAIRS.
PLASTIC TIPPED STEEL CHAIRS SHALL NOT BE USED ON
EXPOSED FACES IN EXPOSURE CLASSIFICATION B1, B2 AND C
ONLY PLASTIC OR PLASTIC OR CONCRETE CHAIRS.
R09. AT A SIMPLE OR END SUPPORT OF A SLAB ON A MASONRY
WALL, ALL BOTTOM SLAB REINFORCEMENT SHALL EXTEND
OVER THE MASONRY WALL BY A LENGTH 75mm FOR N12 BARS &
95mm FOR N16 BARS. IF THIS CANNOT BE ACHIEVED DUE TO
COVER REQUIREMENTS THEN THE BARS SHALL BE COGGED.
FOR FABRIC THE LAST WELDED CROSS ROD SHALL BE LOCATED
OVER THE WALL AND 50mm MINIMUM BEYOND THE FACE OF THE
WALL.
R10. SITE BENDING OF REINFORCEMENT SHALL BE AVOIDED IF
POSSIBLE. WHERE SITE BENDING IS UNAVOIDABLE IT SHALL BE
CARRIED OUT COLD, WITHOUT THE APPLICATION OF HEAT, AND
IN ACCORDANCE WITH THE PRACTICE NOTE RPN1 OF THE
STEEL REINFORCEMENT INSTITUTE OF AUSTRALIA.
R11. THE STRUCTURAL ENGINEER SHALL BE GIVEN 24 HOURS
NOTICE FOR REINFORCEMENT INSPECTION AND CONCRETE
SHALL NOT BE DELIVERED UNTIL FINAL APPROVAL HAS BEEN
OBTAINED FROM THE STRUCTURAL ENGINEER.
2502080S65SLABS
NUMBER OF BARS IN GROUP
NOMINAL BAR SIZE IN mm
17N20-250
BAR GRADE AND TYPE
SPACING IN mm
R01. REINFORCEMENT SYMBOLS:
N DENOTES GRADE 500 N BARS TO AS 4671
R DENOTES GRADE 250 R HOT ROLLED PLAIN BARS TO AS
4671
L DENOTES GRADE 500 L HARD-DRAWN WIRE
REINFORCING FABRIC TO AS 4671
W DENOTES GRADE 450 W HARD-DRAWN PLAIN WIRE TO AS
4671
TM DENOTES GRADE 500 TRENCH MESH TO AS 4671
THE FIGURES FOLLOWING THE FABRIC SYMBOLS RL, SL, L .. TM
IS THE REFERENCE NUMBER TO AS 4671.
R02. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND
NOT NECESSARILY IN TRUE PROJECTION.
R03. SPLICES IN REINFORCEMENT SHALL BE MADE ONLY IN
POSITIONS SHOWN OR OTHERWISE APPROVED IN WRITING BY
THE ENGINEER. LAPS SHALL BE IN ACCORDANCE WITH AS 3600
AND NOT LESS THAN THE DEVELOPMENT LENGTH FOR EACH
BAR, AS PER THE TABLE BELOW:
BOTTOM BAR LAPPED @ SUPPORTS AND TOP BAR LAPPED AT
MID SPAN.
BAR SIZE
N12
N16
N20
N24
N28
N32
N36
300
550
750
1000
1350
1650
2000
LESS THAN 300 CONCRETE
BELOW BAR OR VERTICAL BAR
25MPa >32MPa
_
300
500
650
900
1200
1450
1750
SPLICE LENGTHS (mm)
25MPa
400
650
950
1300
1650
2050
>32MPa
400
600
850
1150
1500
1850
MORE THAN 300 CONCRETE
BELOW BAR BAR
_
2500 2200
N12
N16
N20
N24
N28
N32
N36
REINFORCEMENT (R)
CHEMICALLY ANCHORED
REINFORCEMENT
CAR1. WHERE SHOWN ON THE DRAWINGS REINFORCMENT BARS
SHALL BE CHEMICALLY ANCHORED INTO EXISTING CONCRETE
AS DESCRIBED BELOW.
CAR2. PERCUSSION DRILL (CORING NOT PERMITTED) A HOLE TO THE
CORRECT DIAMETER AND DEPTH FOR THE PARTICULAR SIZE
REINFORCING BARS AS TABULATED BELOW, UNLESS SHOWN
OTHERWISE ON THE DRAWINGS.
CAR3. THOROUGHLY CLEAN THE HOLE USING A ROUND WIRE BRUSH
AND BLOWOUT ALL DUST.
CAR4. ENSURE HOLE IS CLEAN AND DRY AND INSERT SUFFICIENT
HILTI HY 150 RESIN INTO THE BASE OF THE HOLE TO ENSURE
THAT WHEN THE BAR IS INSTALLED RESIN APPEARS AT THE
FACE OF THE HOLE.
CAR5. IMMEDIATELY INSERT THE REINFORCING BAR INTO THE HOLE
BY ROTATING SLOWLY TO FULLY COAT THE BAR WITH RESIN,
AND PUSH FULLY INTO THE HOLE.
CAR6. ENSURE BAR IS NOT DISTURBED WHILST RESIN IS CURING.
(APPROX. 2 HOURS).
CAR7. DRILLING CONTRACTOR IS TO OBTAIN WRITTEN AUTHORISATION
FROM ADJOINING PROPERTY OWNERS BEFORE CARRYING OUT
PLACEMENT OF PILING ANCHORS.
12
BAR SIZE (Y OR N)
16 120
HOLE DIA (mm) HOLE DEPTH (mm)
16 22 150
20 28 250
24 32 280
+ 2 COAT EPOXY
TO MANUF. SPEC.
2502080S65FOOTINGS
STRUCTURAL STAINLESS STEEL (SSS)
SS1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE
WITH AS 4100 AND AS 1554 EXCEPT WHERE VARIED BY THE
CONTRACT DOCUMENTS.
SS2. UNLESS NOTED OTHERWISE ALL STAINLESS STEEL SHALL BE
COMPLYING WITH AS/NZS 4673. OF A GRADE SUITABLE FOR USE IN
MARINE SPLASH ZONE CONDITIONS.
SS3. THREE(3) COPIES OF WORKSHOP FABRICATION DRAWINGS SHALL BE
SUBMITTED TO THE ENGINEER FOR REVIEW AT LEAST 7 DAYS PRIOR
TO COMMENCEMENT OF FABRICATION AND PERMISSION TO USE
OBTAINED PRIOR TO FABRICATION. PERMISSION TO USE DOES NOT
RELIEVE THE BUILDER OF THE FULL RESPONSIBILITY FOR
DIMENSIONS, FIT AND COMPLIANCE WITH ARCHITECTURAL AND
ENGINEERING DRAWINGS.
SS4. BOLTS:-
ALL BOLTS SHALL BE M16 GRADE 304/S UNLESS NOTED OTHERWISE.
ALL BOLTS, NUTS & WASHERS TO BE STAINLESS STEEL.
(GRADE 304) TO ISO 3506, SNUG TIGHTENED WITH NYLON LOCK NUTS.
STAINLESS STEEL TO BE SEPARATED FROM OTHER METALS WITH
NEOPRENE WASHERS.
SS5. WELDING SHALL BE CARRIED OUT IN ACCORDANCE WITH AS 1554.1.
AND AS 1554.6 WELDING CONSUMABLES SHALL BE SUITABLE FOR
STAINLESS STEEL OR ALUMINIUM U.N.O. ALL WELDS SHALL BE 3mm
C.F.W. SP GATEGORY U.N.O. CPBW SHALL BE SP CATEGORY U.N.O.
INSPECTION SHALL BE CARRIED OUT TO AS 1554.1. AND AS 1554.6 ALL
GP/SP WELDS SHALL BE 100% VISUALLY SCANNED.
BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS TO AS 1554.
SS6. ALL DETAILS, GAUGE LINES ETC. WHERE NOT SPECIFICALLY SHOWN
ARE TO BE IN ACCORDANCE WITH AISC DESIGN CAPACITY TABLES
FOR STRUCTURAL STEEL AND AISC STANDARDIZED STRUCTURAL
CONNECTIONS. PLATES TO BE 6mm THICK, EX-STANDARD SQUARE
EDGE FLATS U.N.O.
SS7. PROVIDE SEAL PLATES TO ALL HOLLOW SECTIONS.
SS8. IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT STEELWORK
IS SECURELY TEMPORARILY BRACED AS NECESSARY TO STABILISE
THE STRUCTURE DURING ERECTION.
SS9. THE BUILDER SHALL PROVIDE ALL CLEATS AND DRILL ALL HOLES
NECESSARY FOR FIXING STEEL TO STEEL AND TIMBER TO STEEL
WHETHER OR NOT DETAILED ON THE DRAWINGS.
SS10. THE FABRICATION AND ERECTION OF THE STRUCTURAL STEELWORK
SHALL BE UNDERTAKEN BY A QUALIFIED PERSON EXPERIENCED IN
SUCH SUPERVISION, IN ORDER TO ENSURE THAT ALL REQUIREMENTS
OF THE DESIGN ARE MET. ALL BEAMS AND RAFTERS SHALL BE
FABRICATED AND ERECTED WITH NATURAL CAMBER UP.
AS 3600
AS 4100
AS1170
AS 1012
AS 1289
AS 1379
AS 1478
AS/NZS 4671
AS/NZS 4680
AS 1554
AS4673
AS2312
AS3610
AS2156
AS1428
AS2890
DESIGN REFERENCE STANDARDS:
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
CONCRETE STRUCTURES
STEEL STRUCTURES
STRUCTURAL DESIGN ACTIONS
CONCRETE TESTING
SOIL TESTING
CONCRETE MANUFACTURE
CONCRETE ADMIXTURES
STEEL REINFORCING MATERIALS
HOT DIP GALVANIZING (ZINC) COATINGS
STRUCTURAL STEEL WELDING
STAINLESS STEEL STRUCTURES
GUIDE TO THE PROTECTION OF IRON & STEEL AGAINST
EXTERIOR ATMOSPHERIC CORROSION
FORMWORK FOR CONCRETE
WALKING TRACKS
DESIGN FOR ACCESS AND MOBILITY
OFF STREET CAR PARKING
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
STRUCTURAL NOTES
1:200
A4.02
D
A 05.06.15PRELIMINARY ISSUE TO
QUANTITY SURVEYOR
CONCEPT PLANS
NOT FOR CONSTRUCTION
24.06.15B RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15C 90% ISSUE
19.08.15D COUNCIL APPROVAL
95.00
100.00
BRIDGE STRUCTURE SUSPENDED
OVER CLIFF FACE IN THIS
LOCATION. REFER TO A4 SERIES
DRAWINGS FOR BRIDGE
STRUCTURE DETAILS
ALTERNATE TRACK ROUTE FOR
PEDESTRIAN AND SERVICE VEHICLE
ACCESS. GRADIENT FOR THIS
SECTION EXCEEDS THE MINIMUM
FOR WHEELCHAIR ACCESS.
WHEEL CHAIR ACCESS TO BE IN
ACCORDANCE WITH AS1428.
REFER TO 'A3' SERIES PLANS FOR
PATH LEVELS AND DETAILS
PROPOSED STAIRS
DETAIL BRIDGE PLAN
SCALE 1:200
APPROX LOCATION OF
EXISTING TRACK
6 METRE OFFSET LINE
FROM CLIFF CREST EDGE
3 METRE OFFSET LINE
FROM CLIFF CREST EDGE
LOT 1
D.P. 545040
PROPOSED SUSPENDED BRIDGE
STRUCTURE SHOWN HATCHED.
REFER TO A4 SERIES DRAWINGS
FOR BRIDGE STRUCTURE DETAILS
95.00
100.00
NOMINAL LOCATION OF BRIDGE FOUNDATION.
BRIDGE FOUNDATION TO BE FOUNDED 6m MIN.
FROM THE CURRENT CLIFF CREST EDGE IN
ACCORDANCE WITH GEOTECHNICAL REPORT
PREPARED BY PELLS SULLIVAN MEYNINK, REF:
PSM1984-002R. REFER TO 'A4' SERIES PLANS FOR
BRIDGE ABUTMENT AND HEADSTOCK DETAILS.
NOMINAL LOCATION OF BRIDGE FOUNDATION.
BRIDGE FOUNDATION TO BE FOUNDED 6m MIN.
FROM THE CURRENT CLIFF CREST EDGE IN
ACCORDANCE WITH GEOTECHNICAL REPORT
PREPARED BY PELLS SULLIVAN MEYNINK, REF:
PSM1984-002R. REFER TO 'A4' SERIES PLANS FOR
BRIDGE ABUTMENT AND HEADSTOCK DETAILS.
PROPOSED BATTER. SLOPE VARIES. REFER TO
TYPICAL PAVEMENT SECTIONS FOR BATTER SLOPES
PROPOSED HANDRAIL ALONG FOOTPATH
ALIGNMENT
PROPOSED SERVICE TRENCH LOCATION
PROPOSED SANDSTONE BLOCK RETAINING WALL
INDICATES POSITION OF PHOTO / IMAGE
01
LEGEND
SOUTH PACIFIC OCEAN
PROPOSED WALKWAY/MARKET
STALL PAVEMENT AREA
LAND / GROUND (EXTENTS ARE INDICATIVE ONLY)
DENOTES PROPOSED FOOTPATH
LANDING IN ACCORDANCE WITH AS1428
DENOTES PROPOSED ELEVATED
FOOTBRIDGE/FOOTPATH IN ACCORDANCE WITH AS1428
G3
G4
G1
G2
B
R
I
D
G
E
S
P
A
N
2
1
.
7
m
N
O
M
.
8
8
.
5
2
0
136.089
147.304
7
5
.
0
0
0
9
0
.
0
0
0
1
0
5
.
0
0
0
1
2
0
.
0
0
0
135.000
5
.0
0
0
1
0
.0
0
0
1
5
.
0
0
0
2
0
.
0
0
0
2
5
.
0
0
0
3
0
.
0
0
0
3
5
.
0
0
0
4
0
.
0
0
0
4
5
.
0
0
0
5
0
.
0
0
0
5
5
.
0
0
0
6
0
.
0
0
0
6
5
.
0
0
0
7
0
.
0
0
0
7
5
.0
0
0
8
0
.0
0
0
8
2
.1
3
8
0.000
5.000
10.000
15.000
20.000
55.000
60.000
65.000
70.000
75.000
76.235
REFER TO SHEET A4.07-A4.09 FOR
SUSPENDED WALKWAY
ELEVATION AND DETAILS
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
DETAIL BRIDGE PLAN
1:200
A4.03
D
A 05.06.15PRELIMINARY ISSUE TO
QUANTITY SURVEYOR
CONCEPT PLANS
NOT FOR CONSTRUCTION
24.06.15B RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15C 90% ISSUE
19.08.15D COUNCIL APPROVAL
21670.83
2400
BP2 (O)
BP2A (U)
BP1 (O)
BP1A (U)
SOP 'A'
9
0
°
SOP 'B'
AB
UT
ME
NT
'A
'
AB
UT
ME
NT
'B
'
BRIDGE DECK CL
3000
FROM CAPTAIN COOK LOOKOUT (COPACABANA TO WINNEY BAY
5768.09
PILING SETOUT PLAN
Scale 1:50
SETOUT POINT DETAILS
SETOUT POINT
SOP 'A'
SOP 'B'
EASTING NORTHING COMMENTS
PILES SETOUT CO-ORDINATES
PILE No.
AP1
AP2
EASTING NORTHING
CENTRE OF ABUTMENT HEADSTOCK
CENTRE OF ABUTMENT HEADSTOCK
BP1
BP2
BP3
BP4
AP3
AP4
PILE SETOUT CO-ORDINATES LISTED BELOW ARE
MEASURED AT THE UNDERSIDE OF THE ABUTMENT
TBA TBA
TBA TBA
21670.83
SOP 'A' SOP 'B'
AB
UT
ME
NT
'A
'
BRIDGE DECK CL
3000
FROM CAPTAIN COOK LOOKOUT (COPACABANA TO WINNEY BAY
ABUTMENT HEADSTOCK PLAN
Scale 1:50
FREE ENDFIXED END
G1
G2
G3
G4
AB
UT
ME
NT
'A
'
6
0
0
600
1045
310
1045
2400
B
R
ID
G
E
T
O
P
R
A
IL
C
L
B
R
ID
G
E
T
O
P
R
A
IL
C
L
2
2
8
8
.6
3
2
2
8
8
.6
3
600
6
0
0
3000
1045
310
1045
2400
TOP OF BEARING R.L.'s
BEARING
No.
1
2
3
4
R.L.
TOP OF BEARING
TBA
TBA
TBA
TBA
1
2
3
4
5
6
7
8
BEARING
No.
5
6
7
8
R.L.
TOP OF BEARING
TBA
TBA
TBA
TBA
AB
1
AB
2
AP2 (O)
AP2A (U)
AP1 (O)
AP1A (U)
13°
13°
1682.13
2400
1685.95
BP4 (O)
BP4A (U)
BP3 (O)
BP3A (U)
AP3 (O)
AP3A (U)
AP4 (O)
AP4A (U)
4000 NOM. STRUT ST2 LENGTH
STRUT NOT SHOWN FOR CLARITY
3500 NOM. STRUT ST1 LENGTH
STRUTS NOT SHOWN FOR CLARITY
TBA TBA
TBA TBA
TBA TBA
TBA TBA
TBA TBA
TBA TBA
TBA TBA
TBA TBA
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
BRIDGE PILING AND
ABUTMENT SETOUT PLAN
1:100
A4.04
C
A 24.06.15RE-ISSUE TO
QUANTITY SURVEYOR
CONCEPT PLANS
NOT FOR CONSTRUCTION
29.06.15B 90% ISSUE
19.08.15C COUNCIL APPROVAL
Ø600 CONCRETE BORED PIER
WITH 9N20 VERTICAL BARS, R10
HELIX TIES - 300 PITCH
600
Ø900Ø900
Ø600 Ø600
BP
1A
BP
1
BP
2A
BP
2
ABUTMENT AB2
ABUTMENT AB1 MIRRORED
BP
3
BP
4 B
EY
ON
D
Ø600
Ø900
Ø900 CONCRETE BORED PIER
WITH 14N24 VERTICAL BARS,
R10 HELIX TIES - 480 PITCH
TYPICAL PILE - BP1/BP2/BP3/BP4
Scale 1:20
TYPICAL PILE - BP1A/BP2A/BP3A/BP4A
Scale 1:20
AP1/AP2/AP3/AP4 SIMILAR
AP1A/AP2A/AP3A /AP4A SIMILAR
TYPICAL BRIDGE ABUTMENT HEADSTOCK - AB1
Scale 1:20
AB2 SIMILAR
Scale 1:20
AB4 SIMILAR
1000
600
700
600
TYPICAL BRIDGE ABUTMENT HEADSTOCK - AB3
PROVIDE 4N20 TOP AND BTM, 2N20
SIDE BARS, 2N12 TIES - 300 MAX. CTS
ABUTMENT AB4
ABUTMENT AB3 MIRRORED
PROVIDE 4N20 TOP AND BTM, 2N16
SIDE BARS, 2N12 TIES - 300 MAX. CTS
-
A
-
B
TYPICAL BRIDGE ABUTMENT HEADSTOCK - AB2
4280 NOM.
3725 NOM.
700 N
OM
.
2
6
0
0
N
O
M
7
0
0
N
O
M
.
2
0
0
0
N
O
M
.
B
P
1
B
P
1
A
(
U
)
B
P
2
B
P
2
A
(
U
)
Scale 1:20
AB1 SIMILAR
Ø600 Ø600
1:20 - A1
A
-
SECTION
1:20 - A1
B
-
SECTION
S
P
1
Ø500 DIA. x 20 THICK BASE
PLATE. 8M20 CAST IN BOLTS
WITH THREADED ROD. 500
MIN. EMBEDMENT, 200 MIN.
COG INTO HEADSTOCK.
COG ALL PILE
REINFORCEMENT 600 MIN.
INTO HEADSTOCK, TYP.
FOR ALL PILE REINFORCEMENT
REQUIREMENTS REFER TO TYPICAL
PILE PLAN VIEWS ON THIS SHEET
FOR ALL HEADSTOCK/ABUTMENET
REINFORCEMENT REQUIREMENTS
REFER TO TYPICAL ABUTMENT
HEADSTOCK DETAILS ON THIS SHEET
900
8
0
0
N
O
M
.
PROVIDE 4N24 BARS IN FACE OF
HEADSTOCK, LAP 600 MIN. WITH
ABUTMENT REINFORCEMENT
PROVIDE 4N20 BARS
IN BACK FACE OF
HEADSTOCK, LAP 600
MIN. WITH ABUTMENT
REINFORCEMENT
PROVIDE N16-200
VERTICAL BARS ALL
AROUND, TYP.
Ø900
BP
3A
B
P
3
B
P
3
A
(
U
)
B
P
4
B
P
4
A
(
U
)
600
Ø600
BP
4A
B
EY
ON
D
S
P
1
-
C
800
700
1:20 - A1
C
-
SECTION
Ø500 DIA. x 20 THICK BASE
PLATE. 8M20 CAST IN BOLTS
WITH THREADED ROD. 500
MIN. EMBEDMENT, 200 MIN.
COG INTO HEADSTOCK.
S
P
1
ORIENTATION AND
ALIGNMENT OF SP1
TO BE CONFIRMED
BORE HOLE 1 - 1.1m SILTY CLAY/CLAYEY SAND
(REFER TO GEOTECHNICAL INVESTIGATION
REPORT NO: '84701.00' BY 'DOUGLAS PARTNERS')
BORE HOLE 1, 1.1 - 1.3m
EXTREMELY LOW STRENGTH SANDSTONE
(REFER TO GEOTECHNICAL INVESTIGATION
REPORT NO: '84701.00' BY 'DOUGLAS PARTNERS')
BORE HOLE 1, 1.30 - 7.46m
MEDIUM TO HIGH STRENGTH SANDSTONE
(REFER TO GEOTECHNICAL INVESTIGATION
REPORT NO: '84701.00' BY 'DOUGLAS PARTNERS')
BORE HOLE 2, 1.75m SILTY CLAY/CLAYEY SAND
(REFER TO GEOTECHNICAL INVESTIGATION
REPORT NO: '84701.00' BY 'DOUGLAS PARTNERS')
BORE HOLE 2, 175 - 2.23m
EXTREMELY LOW STRENGTH SANDSTONE
(REFER TO GEOTECHNICAL INVESTIGATION
REPORT NO: '84701.00' BY 'DOUGLAS PARTNERS')
BORE HOLE 2, 2.23 - 5.56m
EXTREMELY LOW STRENGTH SANDSTONE
5.56 - 6.95m LOW TO MEDIUM STRENGTH LAMINITE
(REFER TO GEOTECHNICAL INVESTIGATION
REPORT NO: '84701.00' BY 'DOUGLAS PARTNERS')
DE
PT
HS
A
RE
D
IA
GR
AM
AT
IC
- N
TS
Ø355.6 RAIL. REFER
TO SHEET A4.07
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
BRIDGE PILE AND
ABUTMENT STRUCTURAL DETAIL
1:20
A4.05
C
CONCEPT PLANS
NOT FOR CONSTRUCTION
A 24.06.15RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15B 90% ISSUE
19.08.15C COUNCIL APPROVAL
ELEVATION B
0.02 RADIANS
BEARINGS (2 REQUIRED) - ABUTMENT HEADSTOCK 'B' ONLY
Scale 1:2.5
'HERCULES ENGINEERING' PART IDENTIFICATION REFERENCE: HLD/SG-200
ALL DIMENSIONS AND DETIALS TO BE CONFIRMED BY 'HERCULES ENGINEERING'
HLD/SG-200 PARTS SCHEDULE
BEARING DESIGN PARAMETERS
MAXIMUM VERTICAL WORKING LOAD
MAXIMUM TRANSVERSE WORKING LOAD
MOVEMENT CAPACITY
ROTATION
6
= 200 kN
= 60 kN
= +/-40mm
= 0.02 Rad.
TBC
TBC
ELEVATION B
TBC
TBC
TB
C
SECTION A
TBC
TBC
0.02 RADIANS
1
SUPPLIED COMPLETE WITH
NUT & FLAT WASHER
STUDS ARE TO BE
4
2
5
3
0.02 RADIANS
TB
C
TB
C
TB
C
BEARINGS (2 REQUIRED) - ABUTMENT HEADSTOCK 'A' ONLY
Scale 1:2.5
'HERCULES ENGINEERING' PART IDENTIFICATION REFERENCE: HLD/FX-200
ALL DIMENSIONS AND DETAILS TO BE CONFIRMED BY 'HERCULES ENGINEERING'
HLD/FX-200 PARTS SCHEDULE
BEARING DESIGN PARAMETERS
MAXIMUM VERTICAL WORKING LOAD
MAXIMUM TRANSVERSE WORKING LOAD
ROTATION
6
= 200 kN
= 60 kN
= 0.02 Rad.
TBC
TBC
TO SUIT M16 STUDS.
BOTTOM PLATES TO A
MAXIMUM POSSIBLE
BLIND HOLE DEPTH,
DRILL & TAP TOP AND
PLAN VIEW
TB
C
TBC
TBC
TBC
A
-
B
-
TB
C
TB
C
TB
C
TBC
TBC
TBC
TBC
TBC
TB
C
TB
C
TB
C
TB
C
TBC
SECTION A
TBC
TBC
0.02 RADIANS
1
SUPPLIED COMPLETE WITH
NUT & FLAT WASHER
STUDS ARE TO BE
4
2
5
3
TBC
TO SUIT M16 STUDS.
BOTTOM PLATES TO A
MAXIMUM POSSIBLE
BLIND HOLE DEPTH,
DRILL & TAP TOP AND
PLAN VIEW
TB
C
TBC
TBC
TBC
A
-
B
-
TB
C
TB
C
TB
C
TBC
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
BRIDGE BEARING PAD
DETAILS
1:2.5
A4.06
C
CONCEPT PLANS
NOT FOR CONSTRUCTION
A 24.06.15RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15B 90% ISSUE
19.08.15C COUNCIL APPROVAL
G1 - G
4
SP1
SP
2
S
T
1
S
T
2
AP
4
AP
2A
BP
2A
BP
4
A
B
4
A
B
3
AB1
AB2
RADIUS = 12.0m
ARC LENGTH = 10.367m
SP
2
SP
2
SP
2
SP
2
SP
2
SP
2
PIE
RS
T
O B
E F
OU
ND
9000 M
IN
. D
EE
P IN
A
CC
OR
DA
NC
E W
IT
H G
EO
TE
CH
RE
OP
OR
T P
RE
PA
RE
D B
Y D
OU
GLA
S P
AR
TN
ER
S, R
EF
ER
EC
E: 84701.00 D
AT
ED
A
PR
IL 2015
BALUSTERS IN BRIDGE /SUSPENDED
WALKWAY LOCATION TO BE AT 130mm
MAX. CTS IN ACCORDANCE WITH
AS5100.1-2004
1500 N
OM
. H
AN
DR
IA
L H
EIG
HT
ALO
NG
B
RID
GE
S
EC
TIO
N
1200 H
AN
DR
AIL
ON
W
ALK
WA
Y
EXISTING ROCK/CLIFF PROFILE, NOM.
TYPICAL ELEVATION ALONG WALKWAY BRIDGE CROSSING
SCALE 1:50
21700 NO
M.
5% N
OM
.
REFER TO SHEET A4.04 FOR
BRIDGE GIRDER LAYOUT
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
REFER TO SHEET A4.10
FOR TYPICAL HANDRAIL
DETAIL
10
1
4
5
°
4
5
°
REMARKSSIZEMARK
MEMBER SCHEDULE
STEEL GIRDER300x200x12.5 RHSG1
G2
G3
G4
AB2
AB3
AB4
AP2
AP2A
BP2
BP2A
BP4
ST1
ST2
AP4
355.6x12.7 CHSSP1 STEEL SPINE MEMBER
101.6x3.2 CHSSP2 STEEL SPINE RIB MEMBERS
150x50x5.0 RHS - 1000 MAX. CTSJ1 BRIDGE STEEL JOIST MEMBERS
CONCRETE ABUTMENTAB1
219.1x6.4 CHS STEEL STRUT
AP
2
BP
2
STEEL GIRDER300x200x12.5 RHS
STEEL GIRDER300x200x12.5 RHS
STEEL GIRDER300x200x12.5 RHS
219.1x6.4 CHS STEEL STRUT
CONCRETE ABUTMENT
CONCRETE ABUTMENT
CONCRETE ABUTMENT
CONCRETE PILE
CONCRETE PILE
CONCRETE PILE
CONCRETE PILE
CONCRETE PILE
CONCRETE PILE
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
REFER SHEET A4.05
ABUTMENT THIS END TO BE
CONSTRUCTED 1500 NOM. BELOW
EXISTING SURFACE LEVEL. EXCAVATE
OUT EXISTING MATERIAL AND
STOCKPILE TO USE AS FILL. GEOTECH
ENGINEER TO CONFIRM SUITABILITY
OF MATERIAL FOR FILL
10
1
PROVIDE MASS ROCK
RETAINING WALL BEYOND
ABUTMENT EXCAVATION.
REFER TO SHEET A3.10
FOR DETAILS
1% MIN. FALL
DENOTES EXCAVATED AREA
FOR BRIDGE ABUTMENT, TYP.
*
*
*NOTE: BRIDGE OPTION 2 - STRUT
ST1 & ST2 REMOVED. G1-G4
MEMBERS TO BE 400 x 300 x 16 RHS
GIRDERS. REFER TO ENGINEER, TYP.
REFER TO SHEET A3.07 FOR
BRIDGE AND NATURAL SURFACE
LEVEL PROFILES, TYP.
A
B
3
A
B
4
AB4
AB3
AP
4
A
A4.09
B
A4.09
C
A4.09
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1
J
1J
1J
1
J
1J
1
J
1J
1
J
1J
1
E
A4.09
D
A4.09
B2
B
3
B
1
B
1
B
3
B
1
B
3
B
3
B2
B
1
NOTE: WALKWAY PIER
DETAIL NOT SHOWN IN
BRIDGE ABUTMENT AREA
FOR CLARITY. FULL EXTENT
OF SUSPENDED WALKWAY
TO FUTURE DETAIL, TYP.
C
1
C
1
C
1
C
1
C
1
PF1
PF1
PF1
PF1
PF1
PF1 CONCRETE PAD FOOTING REFER SHEET A4.05
B1 STEEL BEARER150x100x6.0 RHS
B2 STEEL BEARER125x125x5.0 SHS
B3 STEEL BEARER2/150x100x6.0 RHS
F
A4.05
STEEL COLUMN101.6x3.2 CHSC1
ST
3 B
EY
ON
D
ST
3 B
EY
ON
D
ST3 BEYOND
ST3 BEYOND
ST3 101.6x3.2 CHS STEEL STRUT - REFER SHEET A4.09
ST
3 B
EY
ON
D
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
TYPICAL BRIDGE ELEVATION
1:50
A4.07
C
CONCEPT PLANS
NOT FOR CONSTRUCTION
A 24.06.15RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15B 90% ISSUE
19.08.15C COUNCIL APPROVAL
PROVIDE 'WEBFORGE
D325SSM7' BRIDGE DECKING.
3000 MIN. WALKWAY WIDTH
2200 M
IN
. (2875) C
LE
AR
AN
CE
T
O S
PIN
E M
EM
BE
R
IN
A
CC
OR
DA
NC
E W
IT
H A
S5100.1-2004
1045 1045310
G
1
G
2
G
3
G
4
TYPICAL SECTION THROUGH WALKWAY BRIDGE SHOWING HANDRAIL DETAIL
SCALE 1:20
DENOTES BRIDGE SPINE
MEMBER BEYOND
PROVIDE 'WEBFORGE
D325SSM7' BRIDGE DECKING.
3000 MIN. WALKWAY WIDTH
2200 M
IN
. C
LE
AR
AN
CE
T
O R
IB
M
EM
BE
R
IN
A
CC
OR
DA
NC
E W
IT
H A
S5100.1-2004
1045 1045310
G
1
G
2
G
3
G
4
TYPICAL SECTION THROUGH WALKWAY BRIDGE SHOWING SPINE RIB MEMBERS
SCALE 1:20
DENOTES BRIDGE SPINE
MEMBER BEYOND
DENOTES BRIDGE
HEADSTOCK/ABUTMENT
BEYOND
S
P
1
J1 J1
10 CLEAT PLATE,
2M16 BOLTS, TYP.
HANDRAIL TO FUTURE DETAIL BY
OTHERS. HANDRAIL TO COMPLY WITH
AS1428 & AS5100 REQUIREMENTS
10 CLEAT PLATE, 1M20
BOLT TO J1, TYP.
16 CLEAT PLATE WITH M20
BOLT AND 100 LONG M20
VERTICAL SLOTTED HOLE
EACH RIB MEMBER
S
P
1
J1 J1
FINAL ALIGNMENT AND
LOCATION OF RIB MEMBERS
'SP2' TO FUTURE DETAIL, TYP.
SP
2
RIB MEMBERS 'SP2' TO
BE WELDED TO SPINE
MEMBER 'SP1,' TYP.
HERCULES SLIP JOINT BY
'HERCULES ENGINEERING'
BETWEEN BRIDGE GIRDER AND
CONCRETE ABUTMENT. FINAL
DETAIL BY MANUFACTURER, TYP.
HERCULES SLIP JOINT BY
'HERCULES ENGINEERING'
BETWEEN BRIDGE GIRDER AND
CONCRETE ABUTMENT. FINAL
DETAIL BY MANUFACTURER, TYP.
16 END PLATE
DENOTES BRIDGE
HEADSTOCK/ABUTMENT
BEYOND
FINAL ALIGNMENT AND
LOCATION OF SPINE MEMBER
'SP1' TO FUTURE DETAIL, TYP.
FINAL ALIGNMENT AND
LOCATION OF SPINE MEMBER
'SP1' TO FUTURE DETAIL, TYP.
1500 H
AN
DR
AIL H
EIG
HT
A
T S
US
PE
ND
ED
WA
LK
WA
Y LO
CA
TIO
NS
, T
YP
.
10 CLEAT PLATE,
2M12 BOLTS, TYP.
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
TYPICAL BRIDGE SECTION
1:20
A4.08
C
CONCEPT PLANS
NOT FOR CONSTRUCTION
A 24.06.15RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15B 90% ISSUE
19.08.15C COUNCIL APPROVAL
S
T
1
S
T
1
A
-
DETAIL
Scale 1:10
B
-
DETAIL
Scale 1:10
16 CAP PLATE
16, CLEAT PLATES,
1M38 BOLT WITH 40
HORIZONTALLY
SLOTTED HOLE
20 BASE PLATE, 4M20
CHEMSET ANCHORS, 400
MIN. EMBEDMENT, TYP.
'AP'
'AP'
'AB'
G1 - G
4
16 CAP PLATE
16, CLEAT PLATES,
1M38 BOLT
WELD CLEAT TO
GIRDER WITH 8CFW
ALL AROUND
J
1
J
1
10 CLEAT PLATE,
2M16 BOLT, TYP.
PROVIDE 'WEBFORGE D325SSM7'
BRIDGE DECKING AND
PROPRIETARY FIXINGS TO
MANUFACTURERS SPECIFICATION.
J
1
PROVIDE 'WEBFORGE D325SSM7'
BRIDGE DECKING AND
PROPRIETARY FIXINGS TO
MANUFACTURERS SPECIFICATION.
J
1
J
1
2M20 GALVANISED, CAST-IN
HOLD DOWN BOLTS, 450
MIN. EMBEDMENT, 100 MIN.
COG INTO ABUTMENT., TYP.
PROVIDE 12 THICK CAP PLATE
ON BRIDGE GIRDERS, TYP.
'AB'
LEVELLING NUTS &
NON-SHRINK GROUT TO
UNDERSIDE OF BASE PLATE
J
1
J
1
G1
B2
B
1
10 BASE PLATE ON
NON-SHRINK GROUT, 2M16
CHEMSET ANCHORS, 125
MIN. EMBEDMENT, TYP.
10 CLEAT PLATE,
2M16 BOLTS, TYP.
PROVIDE 60 SLOTTED HOLE
IN BASE PLATE AS SHOWN
BY SHADED AREA, TYP.
C
-
DETAIL
Scale 1:10
150 M
IN
.
10 CLEAT PLATES,
1M20 BOLT
10 BASE PLATE ON
NON-SHRINK GROUT, 4M16
CHEMSET ANCHORS, 200
MIN. EMBEDMENT, TYP.
10 END PLATE
10 CLEAT PLATES,
1M20 BOLT
10 END PLATE
150 M
IN
.
HLD/SG 200
BEARING PAD
B
3
J
1
J
1
B2
B2
C1
B
1
J
1
B2
C1
D
-
DETAIL
Scale 1:10
E
-
DETAIL
Scale 1:10
10 CLEAT PLATE,
2M20 BOLTS, TYP.
10 CLEAT PLATE,
2M20 BOLTS, TYP.
10 ANGLE CLEAT PLATE,
2M20 BOLTS, TYP.
10 'T' CAP/CLEAT PLATE,
2M20 BOLTS, TYP.
10 CLEAT PLATE,
2M20 BOLTS, TYP.
10 CLEAT PLATE,
2M16 BOLT, TYP.
10 CLEAT PLATE,
2M16 BOLT, TYP.
C1
C1
S
T
3
F
-
DETAIL
Scale 1:10
AA
-
SECTION
Scale 1:10
600
600
PF1PF1
PF1 - 600 SQ. CONCRETE PAD
FOOTING WITH SL82 MESH
TOP, 45 MIN. COVER, TYP.
150 M
IN
.
10 CLEAT PLATES,
1M20 BOLT
10 END PLATE
C1
S
T
3
C1
PF1 PF1
TYPICAL ELEVATION THROUGH SUSPENDED WALKWAY
Scale 1:10
10 CLEAT PLATE,
2M16 BOLT, TYP.
10 CLEAT PLATE,
2M20 BOLT, TYP.
10 CLEAT PLATE,
2M16 BOLT, TYP.
PROVIDE 'WEBFORGE D325SSM7'
BRIDGE DECKING AND
PROPRIETARY FIXINGS TO
MANUFACTURERS SPECIFICATION.
DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS ON SITE.
DESCRIPTIONREVISION
DRAWING TITLE
DATE
PROJECT
ADDRESS
A1
FOR
CHECKED
JOB NUMBER
DATE
SCALE
DRAWN
INIT.
DESIGNEDRGHCONSULTINGGROUPMulti-discipline Engineering
SHEET
REV
DESCRIPTIONREVISION DATE
PO Box 1180, Gosford NSW 2250
Suite 35, The Avenue,
Mt Penang
Parklands, Kariong NSW 2250
02 4340 1911 Fax 02 4340 1544
Shop 113, The Junction
Village Centre, Kenrick Street,
The Junction NSW 2291
02 4962 4414
Postal Address:
Central Coast Office:
Newcastle Office:
Ph
Ph
WINNEY BAY RESERVE
COPACABANA N.S.W.
5 LANDS COASTAL WALKWAY - STAGE 5
CAPTAIN COOK LOOKOUT TO WINNEY BAY
JG/CW
CF
AJG
JANUARY 2015
20140492
signed date
ANTHONY JOHN GRIFFITHS
MIE AUST CPENG 2342830
N
E
S
W
STRUCTURAL CONNECTION
DETAILS SHEET 1
1:10
A4.09
C
CONCEPT PLANS
NOT FOR CONSTRUCTION
A 24.06.15RE-ISSUE TO
QUANTITY SURVEYOR
29.06.15B 90% ISSUE
19.08.15C COUNCIL APPROVAL