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