COUNTRY BRIDGE SOLUTIONS · bridge engineering section prepared by country bridge solutions modular...

COPYRIGHT ROADS AND MARITIME SERVICES 2015

TYPE 2 - 1 LANE - 8m SPAN

ISSUE

MODULAR BRIDGE DRAWINGS

No OF SHEETSSHEET No

ISSUE STATUS:

MB8SL01

COUNTRY BRIDGE SOLUTIONS

39DATE

APPROVED FOR USE

PRINCIPAL ENGINEER BRIDGES

4200mm

REGISTRATION No OF PLANS

JACKING OF BRIDGE DECK FOR BEARING REPLACEMENT

JACK TO ENSURE CONCRETE BEARING STRESS AT SLS DOES NOT EXCEED 18 MPa.

STEEL PLATES SHALL BE PLACED BETWEEN CONCRETE BEARING SURFACES AND

AT PIERS BOTH ENDS OF GIRDERS SHALL BE JACKED SIMULTANEOUSLY.

OCCURS AT EACH JACKING POINT AT ALL TIMES DURING THE JACKING OPERATION.

A CENTRAL MECHANISM TO ENSURE THAT THE SAME VERTICAL DISPLACEMENT

ALL JACKS AT ENDS OF GIRDERS SHALL BE HYDRAULICALLY LINKED AND HAVE

NO TRAFFIC LOAD IS PERMITTED ON THE BRIDGE DURING JACKING.

THE MAXIMUM LIFT DURING JACKING SHALL BE LIMITED TO 10mm.

MAXIMUM LOADS PER JACK ARE 40kN (SLS) AND 50kN (ULS).

FOR JACKING LOCATIONS REFER SHEET Nos 7, 14, 16, 18 AND 20.

10 TONNES JACK.

JACKING PLATE (FOR INFORMATION ONLY) TO BE 120mm x 16PL x 120mm FOR

FACSIMILE (02) 8837-0055

PHONE (02) 8837-0811

PARRAMATTA NSW 2150

110 GEORGE STREET

BRIDGE ENGINEERING

PREPARED BY

COMPLYING WITH ISO/AS 9001 BY AN ACCREDITED CERTIFICATION BODY

DESIGNED AND PRODUCED UNDER A QUALITY SYSTEM CERTIFIED AS

W Ariyaratne

07.10.2016

DIFFERENTIAL SETTLEMENT: mm TOTAL BETWEEN BRIDGE SUPPORTS

DESIGN CATEGORY:

WATER FLOW DATA

TRAFFIC BARRIER PERFORMANCE LEVEL: LOW

BRIDGE CLASSIFICATION:

SITE FACTOR (AS 1170-1993):

IMPORTANCE FACTOR:

DESIGN TRAFFIC SPEED:

ROAD TRAFFIC LOADING: SM1600

AS/RMS 5100.5 INTERIM - MAY 2015

BRIDGE No:

DESIGN FILE No:

DESIGN STANDARD: AS 5100 SET 2007 - BRIDGE DESIGN SET

NEW BRIDGE

FATIGUE LOADING:

WIND LOADING

ACCELERATION COEFFICIENT:

EARTHQUAKE LOADING

LOCALITY PLAN

ULSSLS

ARI

SCOUR DEPTH (m)

FLOOD LEVEL (m)

FLOW VELOCITY (m/s)

(iii) ABUTMENT B

(ii) PIER 1

(i) ABUTMENT A

BRIDGE SITE

NUMBER OF DESIGN LANES: 2

ACCOMPANYING LANE FACTORS: 1 AND 0.8

NOTE:

NUMBER OF HEAVY VEHICLES PER LANE PER DAY: MAXIMUM 200

ROUTE FACTOR: 0.5

+-

DURABILITY INVESTIGATION REPORT No :

HYDRAULIC INVESTIGATION REPORT No :

GEOTECHNICAL INVESTIGATION REPORT No :

CBS OPERATION AND MAINTENANCE GUIDE

CBS CONSTRUCTION GUIDE

CBS DESIGN GUIDE

CBS SUITABILITY AND INVESTIGATION GUIDE

CBS OVERARCHING GUIDE

CBS MODULAR BRIDGE DESIGN REQUIREMENTS

BY THE DESIGNER.

DENOTES DESIGN DATA RELEVANT TO THE SPECIFIC SITE TO BE DETERMINED

= m/sec at ULS

DESIGN SPEED = m/sec at SLS

DEPTH OF DEBRIS MATTRESS mm

BE ADJUSTED IN ACCORDANCE WITH AS 5100.

PERFORMANCE LEVEL IS REQUIRED FOR A SPECIFIC SITE, THE DESIGN SHALL

THE DESIGN BARRIER PERFORMANCE LEVEL IS LOW. IF ANY OTHER

CARRIAGEWAY WIDTH: 8500mm

MAXIMUM No OF VEHICLES PER DAY: 1000

WITHOUT THE APPROVAL OF THE RMS PRINCIPAL ENGINEER BRIDGES.

ANY VARIATION TO THIS STANDARD DRAWING SHALL NOT BE USED

CONSTRUCTED IN ACCORDANCE WITH RMS QA CONSTRUCTION SPECIFICATIONS.

REFERENCE DOCUMENTS PARTICULARLY THE DESIGN GUIDE AND TO BE

THESE DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ABOVE

CONSTRUCTION JOINTS

WHEN CRACKS WIDER THAN 0.2mm DEVELOP ON THE DECK SURFACE OR ALONG THE

WHICH IS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH RMS QA SPECIFICATION B344,

3. THE STRUCTURE HAS BEEN DESIGNED FOR THE WEIGHT OF WATERPROOF MEMBRANE

OF PILES MEASURED AT CUT OFF LEVELS OF PILES OF 75mm.

2. THE SUBSTRUCTURES ARE DESIGNED FOR MAXIMUM OUT OF POSITION

· ANY REQUIRED EMBANKMENT/SCOUR PROTECTION.

· TEMPORARY SUPPORTS AND BRACINGS FOR ALL PRECAST ELEMENTS.

AND WINGWALLS FOR BARRIERS WITH HIGHER PERFORMANCE LEVEL THAN LOW.

· TRAFFIC BARRIER, RAILING, ATTACHMENTS, REINFORCEMENTS IN THE PRECAST MODULES

· THE PIER HEADSTOCK SUPPORTING UNEQUAL SPANS ON EACH SIDE.

WATER FLOW VELOCITY EXCEEDS 4m/s AND WHERE THE OVERTOPPING EXCEEDS 5m.

· DECK MODULE HOLDING DOWN BRACKETS FOR BRIDGES WHERE THE ULTIMATE

INTO HEADSTOCK AND SILL BEAM RECESSES.

· ANCHORAGE REINFORCEMENT FROM PILES, COLUMNS, FOOTINGS, WALLS AND PILE CAPS

· PILES, PILE CAPS, COLUMNS, WALL UNDER ABUTMENT SILL BEAM AND FOOTINGS.

EXPERIENCED IN BRIDGE DESIGN WITH A LEVEL OF EXPERIENCE DETERMINED BY THE COUNCIL:

WITH AS 5100 AND RMS REFERENCE DOCUMENTS BY SUITABLY QUALIFIED ENGINEERS

STANDARD DESIGN AND SHALL BE DESIGNED, VERIFIED AND CERTIFIED IN ACCORDANCE

1. THE FOLLOWING STRUCTURAL ELEMENTS ARE NOT COVERED IN THIS

REFERENCE DOCUMENTS:

SCHEDULE OF DRAWINGS AND LIST OF SPECIFICATIONS

MB8SL02

No. SPECIFICATION TITTLE

B344

B312

B284

B281

B264

B241

B240

B220

B204

B153

B150

B115

B110

B80

B59

B58

B50

B30

SPRAYED BITUMENOUS WATERPROOFING MEMBRANES.

COLD APPLIED ELASTOMERIC JOINT SEALANTS.

INSTALLATION OF BRIDGE BEARINGS.

LAMINATED ELASTOMERIC BEARINGS.

ERECTION OF BARRIER RAILINGS AND MINOR COMPONENTS.

MANUFACTUREAND SUPPLY OF MINOR STEEL ITEMS.

SUPPLY OF BOLTS, NUTS, SCREWS AND WASHERS.

PROTECTIVE TREATMENT OF BRIDGE STEELWORK.

WELDING OF BRIDGES AND OTHER ROAD STRUCTURES.

ERECTION OF PRECAST CONCRETE MEMBERS (NOT PRETENSIONED).

ERECTION OF PRETENSIONED PRECAST CONCRETE MEMBERS.

PRECAST CONCRETE MEMBERS (NOT PRETENSIONED).

SUPPLY OF PRESTENSIONED PRECAST CONCRETE MEMBERS.

CONCRETE WORK FOR BRIDGES.

BORED CAST-IN-PLACE REINFORCED CONCRETE PILES (WITHOUT PERMANENT CASING).

BORED CAST-IN-PLACE REINFORCED CONCRETE PILES (WITH PERMANENT CASING).

DRIVEN REINFORCED CONCRETE PILES.

EXCAVATION AND BACKFILL FOR BRIDGEWORKS.

SPECIFICATIONS

LIST OF RMS QA CONSTRUCTION

MB8SL68

MB8SL67

MB8SL66

MB8SL65

MB8SL64

MB8SL63

MB8SL62

MB8SL61

MB8SL60

MB8SL59

MB8SL58

MB8SL57

MB8SL56

MB8SL55

MB8SL54

MB8SL53

MB8SL52

MB8SL51

MB8SL50

MB8SL24

MB8SL23

MB8SL22

MB8SL21

MB8SL20

MB8SL19

MB8SL18

MB8SL17

MB8SL16

MB8SL15

MB8SL14

MB8SL13

MB8SL12

MB8SL11

MB8SL10

MB8SL09

MB8SL08

MB8SL07

MB8SL06

MB8SL05

MB8SL04

MB8SL03

MB8SL02

MB8SL01

SCHEDULE OF DRAWINGS

NUMBER

DRAWINGDRAWING TITLE

NOTE: SHEETS No MB8SL20 TO MB8SL22, MB8SL25 TO MB8SL49 AND MB8SL54 NOT USED

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS

ISSUE DATE ADMENDMENT DESCRIPTION PREP CHECK AUTH

ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811

BRIDGE ENGINEERING SECTION

PREPARED BY

COUNTRY BRIDGE SOLUTIONS MODULAR BRIDGE DRAWINGS


D.G.C.

BRIDGE ENGINEER (NEW DESIGN) 39DATE

APPROVED FOR USE


SAssi

ADey

ADey

SalahAssi 07.10.2016

W Ariyaratne

07.10.2016

BAR SHAPES DIAGRAM

TRAFFIC BARRIER RAILING - SHEET D

TRAFFIC BARRIER RAILING - SHEET C

TRAFFIC BARRIER RAILING - SHEET B

TRAFFIC BARRIER RAILING - SHEET A

DECK REINFORCEMENT - SHEET B

DECK REINFORCEMENT - SHEET A

HOLDING DOWN BRACKET DETAIILS

DECK CONCRETE - SHEET C

DECK CONCRETE - SHEET B

DECK CONCRETE - SHEET A

PRECAST MODULE REINFORCEMENT - SHEET C

PRECAST MODULE REINFORCEMENT - SHEET B

PRECAST MODULE REINFORCEMENT - SHEET A

NOT USED

PRECAST MODULE CONCRETE - SHEET B

PRECAST MODULE CONCRETE - SHEET A

BEARINGS - SHEET B

BEARINGS - SHEET A

PIER COLUMNS - REINFORCEMENT

PIER COLUMNS - CONCRETE

NOT USED

NOT USED

NOT USED

PIERS PRECAST HEADSTOCK - 4 PILES - REINFORCEMENT

PIERS PRECAST HEADSTOCK - 4 PILES - CONCRETE

PIERS PRECAST HEADSTOCK - 4 COLUMNS - REINFORCEMENT

PIERS PRECAST HEADSTOCK - 4 COLUMNS - CONCRETE



PRECAST ABUTMENT WINGWALL REINFORCEMENT - SHEET C

PRECAST ABUTMENT WINGWALL REINFORCEMENT - SHEET B

PRECAST ABUTMENT WINGWALL REINFORCEMENT - SHEET A

PRECAST ABUTMENT SILL BEAM REINFORCEMENT

PRECAST ABUTMENT WINGWALL CONCRETE - SHEET B

PRECAST ABUTMENT WINGWALL CONCRETE - SHEET A

PRECAST ABUTMENT SILL BEAMS CONCRETE

GENERAL ARRANGEMENT - SHEET D

GENERAL ARRANGEMENT - SHEET C

GENERAL ARRANGEMENT - SHEET B

GENERAL ARRANGEMENT - SHEET A

SCHEDULE OF DRAWINGS AND LIST OF SPECIFICATIONS

COVER SHEET

MB8SL03

0 5m4321

1 0.5

SITE PLAN

GENERAL ARRANGEMENT - SHEET A

GENERAL NOTES

DENOTES DATA TO BE SPECIFIED TO SUIT BRIDGE DESIGN.

MULTIPLE EQUAL 8m SPANS ARE SIMILAR UNLESS SPECIFIED OTHERWISE

BRIDGE WITH 3/8m SPANS SHOWN. BRIDGES WITH 1/8m SPAN OR

DJ DENOTES DECK JOINT.

R DENOTES RESTRAINED BEARING.

REDUCED LEVELS ARE RELATED TO AN ASSUMED DATUM

CHAINAGES AND REDUCED LEVELS ARE IN METRES.

DIMENSIONS ARE IN MILLIMETRES.

SCALE OR AS SHOWN.

AND REINFORCED CONCRETE FOOTINGS/PILE CAPS AND PILES AT ABUTMENTS.

CIRCULAR COLUMNS ON REINFORCED CONCRETE FOOTINGS/PILE CAPS AND PILES AT PIERS

SUBSTRUCTURE - OPTION 1

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

1

3

1

3

RL

CH

RL

CH

BEARING

RL

CH

RL

CH

PLAN

1%

1%

1%

1%

1%

1%

1%

1%

AND CONTROL LINE

OF BRIDGE

�

TO BE ADDED TO SUIT BRIDGE LOCATION

SPILL THROUGH BATTER, CONTOURS, WATER FLOW DIRECTION AND NORTH DIRECTION

OVERALL LENGTH OF DECK = 24 630

SPAN 3

7 995

SPAN 2

8 000

SPAN 1

7 995

ALONG CONTROL LINE

EXISTING SURFACE LEVEL

ALONG CONTROL LINE

DESIGN SURFACE LEVEL

ALONG CONTROL LINE

CHAINAGE

DATUM RL

R RR RR R

DJ DJ DJ

CL

AB

UT

ME

NT A

EN

D O

F D

EC

K

AB

UT

ME

NT B

EN

D O

F D

EC

K

PIE

R 1

PIE

R 2

CL

CL

FROM TO

DESIGN GUIDE AND AS 5100 (TYP)

LEVEL TO SUIT RMS ROAD

THRIE BEAM OR HIGHER

(INDICATIVE)

SURFACE LEVEL

APPROX NATURAL

ELEVATION

295 25 25 295

DJ

TO

RMS SPECIFICATION B30 (TYP)

REQUIREMENTS OF

AS PER FIGURE B30/E.4 TO THE

ZONE AND ON 1% FALL

PLACED WITHIN 300mm DRAINAGE

TO RMS SPECIFICATION QA 3552.

�100 SUBSOIL DRAINAGE PIPE

SUPERSTRUCTURE

END OF

SUPERSTRUCTURE

END OF

CL

REFER TO SUBSTRUCTURE - OPTION 1

SHOWN. FOR OTHER FOUNDATION TYPES

REINFORCED CONCRETE FOOTING

MB8SL04

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

GENERAL ARRANGEMENT - SHEET B

0

500 250

500 1 500mm1 000

GENERAL NOTES

FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEET No 3.


DESIGNED BY SUITABLY QUALIFIED ENGINEER TO SUIT SPECIFIC BRIDGE SITE.

DENOTES COLUMNS AND FOOTINGS OR PILE CAP AND PILES TO BE

SCALE OR AS SHOWN

SECTION 1

3

4 200325

4 850

325

CONCRETE COLUMN

REINFORCED

�800

1 6951 695

AND CONTROL LINE

� OF BRIDGE

2%

2 1002 100

CONCRETE HEADSTOCK

PRECAST REINFORCED

APPROX SURFACE LEVEL

STITCH POUR (TYP)

CAST-IN-SITU CONCRETE

SECTION 1

3

4 200325

4 850

325

CONCRETE COLUMN

REINFORCED

�600

AND CONTROL LINE

� OF BRIDGE

2 1002 100

CONCRETE HEADSTOCK

PRECAST REINFORCED


STITCH POUR (TYP)


1 1305655651 130

UPSTREAMDOWNSTREAM DOWNSTREAM UPSTREAM

2%

DOWN BRACKET (TYP)

MODULE HOLDING

DOWN BRACKET (TYP)

MODULE HOLDING

BARRIER (TYP)

LEVEL TRAFFIC

LOW PERFORMANCE

BARRIER (TYP)

LEVEL TRAFFIC

LOW PERFORMANCE

REINFORCED CONCRETE FOOTING/PILE CAP AND PILES

OPTION 1 WITH TWO CIRCULAR COLUMNS ON


OPTION 1 WITH FOUR CIRCULAR COLUMNS ON

CLOSURE STRIP

CONCRETE

CAST-IN-SITU

PLINTH

SHEAR KEY

CLOSURE STRIP

CONCRETE

CAST-IN-SITU

PLINTH

SHEAR KEY

CONCRETE (TYP)

PRECAST MODULE

CONCRETE (TYP)

PRECAST MODULE

FOOTING/PILE CAP

CONCRETE

REINFORCED

CAST-IN-SITU

FOOTING/PILE CAP

CONCRETE

REINFORCED

CAST-IN-SITU

MB8SL05

0 5m4321

1 0.5

SITE PLAN

GENERAL ARRANGEMENT - SHEET C

GENERAL NOTES


MULTIPLE EQUAL 8m SPANS ARE SIMILAR UNLESS SPECIFIED OTHERWISE

BRIDGE WITH 3/8m SPANS SHOWN. BRIDGES WITH 1/8m SPAN OR

DJ DENOTES DECK JOINT.

R DENOTES RESTRAINED BEARING.

REDUCED LEVELS ARE RELATED TO AN ASSUMED DATUM

CHAINAGES AND REDUCED LEVELS ARE IN METRES.

DIMENSIONS ARE IN MILLIMETRES.

SCALE OR AS SHOWN.

PRECAST REINFORCED CONCRETE PILES AT PIERS AND ABUTMENTS

SUBSTRUCTURE - OPTION 2

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

1

5

1

5

RL

CH

RL

CH

BEARING

AND CONTROL LINE

OF BRIDGE

RL

CH

RL

CH

1%

1%

1%

1%

1%

1%

1%

1%

�

TO BE ADDED TO SUIT BRIDGE LOCATION

SPILL THROUGH BATTER, CONTOURS, WATER FLOW DIRECTION AND NORTH DIRECTION

OVERALL LENGTH OF DECK = 24 630

SPAN 3

7 995

SPAN 2

8 000

SPAN 1

7 995

ALONG CONTROL LINE

EXISTING SURFACE LEVEL

ALONG CONTROL LINE

DESIGN SURFACE LEVEL

ALONG CONTROL LINE

CHAINAGE

DATUM RL

ELEVATION

CL

CL

PIE

R 2

TOFROM

PIE

R 1

R R

DJ

RR RR

CL

AB

UT

ME

NT A

EN

D O

F D

EC

K

AB

UT

ME

NT B

EN

D O

F D

EC

KCL

DJ DJ DJDESIGN GUIDE AND AS 5100 (TYP)

LEVEL TO SUIT RMS ROAD

THRIE BEAM OR HIGHER

(INDICTIVE)

SURFACE LEVEL

APPROX NATURAL

2952525295

RMS SPECIFICATION B30 (TYP)

REQUIREMENTS OF

AS PER FIGURE B30/E.4 TO THE

ZONE AND ON 1% FALL

PLACED WITHIN 300mm DRAINAGE

TO RMS SPECIFICATION QA 3552.

�100 SUBSOIL DRAINAGE PIPE

SUPERSTRUCTURE

END OF

SUPERSTRUCTURE

END OF

MB8SL06

GENERAL ARRANGEMENT - SHEET D

MB10SL06

0

500 250

500 1 500mm1 000

GENERAL NOTES



DETAILED TO COMPLY WITH RMS STANDARD DRAWINGS.

QUALIFIED ENGINEER TO SUIT SPECIFIC BRIDGE SITE AND SHALL BE

REINFORCED CONCRETE PILES SHALL BE CARRIED OUT BY SUITABLY

DENOTES THE CONTRACT LEVEL AND THE DESIGN OF THE PRECAST

SCALE OR AS SHOWNSECTION 2

5

4 200325

4 850

325

AND CONTROL LINE

� OF BRIDGE

2 1002 100

CONCRETE HEADSTOCK

PRECAST REINFORCED


STITCH POUR (TYP)


CONCRETE PILES

PRECAST REINFORCED

450 x 450

CL

1 1305655651 130

UPSTREAMDOWNSTREAM

2%

DOWN BRACKET (TYP)

MODULE HOLDING

BARRIER (TYP)

LEVEL TRAFFIC

LOW PERFORMANCE

OPTION 2 WITH FOUR PRECAST REINFORCED CONCRETE PILES

CONCRETE (TYP)

PRECAST MODULE

CLOSURE STRIP

CONCRETE

CAST-IN-SITU

PLINTH

SHEAR KEY

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016


DENOTES HOT DIP GALVANIZED IN ACCORDANCE WITH RMS SPECIFICATION B241.

SUPPORT METHOD.

UNDER VOIDS, AND WINGWALLS OR SUITABLE ALTERNATIVE TEMPORARY

DENOTES TYPICAL SUPPORT UNDER PRECAST SILL BEAM, EXCEPT FOR AREAS


2

No OF PILES/COLUMNS/ANCHORAGE GROUPS

3390

VOID/PILE SPACING

2

8,9

2

8,9

3

8,9

3

8,9

OF BRIDGE

CONTROL LINE

OF BRIDGE AND

(TYP)

LIFTING ANCHOR

280

2 4502 450

2 1002 100350 350

4 900UPSTREAMDOWNSTREAM

280 280

1 2501 250

90° TYP

280 AND VOIDS

OF BEARINGS

STITCH POUR(TYP)


PLINTH

SHEAR KEY

PLATE(TYP)

OF JACKING B

-

9595

CEMENT MORTAR

15 NOM

SEE SHEET No 51

FOR DETAILS

(TYP)

FORMED RECESS

�80 x 70 DEEP

SEE SHEET No 51

FOR DETAILS

(TYP)

FORMED RECESS

�80 x 70 DEEP

(TYP)

CHAMFER

50 x 50

COMPACTED FILL

CONCRETE OVER

50 THICK MASS

75

(TYP)

REINFORCED CONCRETE PILES

OPTION 2 WITH PRECAST

AND VOID

OF BEARING

AND VOID

OF BEARING

FOOTING/PILE CAP AND PILES

REINFORCED CONCRETE

OPTION 1 - WITH

(TYP)(TYP)(TYP)

MB8SL07

PRECAST ABUTMENT SILL BEAMS CONCRETE

1500m1000500

250500

0

GENERAL NOTES

BELOW:

VOIDS FOR OTHER OPTIONS ARE SIMILAR EXCEPT AS SHOWN IN THE TABLE

ANCHORAGE GROUPS FROM FOOTING/WALL.

VOIDS ARE SHOWN FOR THE OPTIONS OF FOUR PILES/COLUMNS OR FOUR

SCALE OR AS SHOWN300

230

1

-

1

-

540

250

980

1 0

00

150

LIFTING ANCHOR

CJ

DENOTES JACKING PLATE LOCATIONS

CH

END OF DECK

WINGWALL (TYP)

PRECAST

RL

RL

RL

RL

RL

RL

RL

PLAN

ELEVATION

�

�

OF BEARING (TYP)

�

900 900

2%

A

-

1 1301 130 685 685

2%

1 130 565 1 130565

SILL BEAM

ABUTMENT

PRECAST

TY

P

415

�

OF VOIDS (TYP)

�

OF COUPLERS (TYP)

�

FOR SPACING

REFER GENERAL NOTES

STITCH POUR(TYP)


550 x 550 VOID FOR

�

ANGLE

PROTECTION

125 125

250

430

205

225

100 200 300 400 500mm0

100 50

100 200 300 400 500mm0

100 50

DETAIL A

-

DETAIL B

-

�

OF BEARING

230

OF 450 MPa)

(MIN YIELD STRENGTH

TO ASTM A276

PROJECTION LENGTH

DOWEL WITH 160mm

STAINLESS STEEL

GRADE 220S

�45 x 600 LONG

315

565

EQUIVALENT(TYP)

AND N20 REBAR OR APPROVED

COUPLER EL20S13

LENTON BOLT

30

680300

SECTION 1

-

0

125250

250 500 750mm

230

A

60

980

680300

SECTION 1

-

0

125250

250 500 750mm

230A

60

980

CJ CJ

DETAIL

CHAMFER SEE

RECESS AND

DETAIL

CHAMFER SEE

RECESS AND

��

900

735

900

735

SHEET No 9(TYP)

FOR DETAILS SEE

PROTECTION ANGLE.

DECK SURFACE(TYP)

WITH B80 TO MATCH

SURFACE IN ACCORDANCE

TO HAVE BROOM FINISH

TOP OF CURTAIN WALL

50

50

175550255

7/1

0/2

016

K:\

Bridge\Sta

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ndards in D

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B1000_

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB8SL08

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

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B1000_

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

PRECAST ABUTMENT WINGWALL CONCRETE - SHEET A

0

125250

250 500 750mm

3



THE REQUIREMENTS OF RMS SPECIFICATION B24O.

ALL FASTENERS AND STAINLESS STEEL DOWELS SHALL CONFORM TO

SET SO THAT UNIFORM BEARING IS OBTAINED.

THE SILL BEAM SHALL BE PLACED IN POSITION BEFORE THE MORTAR HAS

LESS THAN 15mm THICK AFTER THE SILL BEAM IS PLACED IN POSITION.

THE MORTAR SHOULD BE SUFFICIENTLY STIFF TO PROVIDE A LAYER NO

EQUIVALENT.

NON-SHRINK HIGH STRENGTH GROUT CONBEXTRA HS OR APPROVED

SUCH AS PLACING THE HEADSTOCK ON SHIMS AND FILL GAP WITH

IN ACCORDANCE WITH AS 1597.2 OR APPROVED ALTERNATIVE METHOD

DENOTES LEVELING MORTAR PLACED, EXCEPT FOR AREA UNDER VOIDS,

THE LOCATIONS MAY VARY TO SUIT THIS DESIGN.

OF THE PRINCIPLE.

DESIGNED BY THE PRECAST ITEM MANUFACTURE TO THE SATISFACTION

LIFTING ANCHORS SHALL BE SWIFT LIFT OR APPROVED EQUIVALENT

AT NOT MORE THAN 600mm FROM EACH END.

AND WINGWALLS SHALL BE IN AN UPRIGHT POSITION AND SUPPORTED

DURING STORAGE, TRANSPORT AND HANDLING, PRECAST SILL BEAMS

MASSES BASED ON UNIT WEIGHT OF 2550kg/m .

MASS OF PRECAST 3.7m WINGWALL IS APPROXIMATELY 5.4 TONNES

MASS OF PRECAST 4.6m WINGWALL IS APPROXIMATELY 6.3 TONNES

MASS OF PRECAST SILL BEAM IS APPROXIMATELY 11.4 TONNES.

MEMBERS.

2 WEEKS PRIOR TO THE COMMENCEMENT OF ANY WORK ON THESE

AND WING WALL SHALL BE AS SUBMITTED TO THE PRINCIPAL MINIMUM

THE PROPOSED METHOD OF MANUFACTURE OF PRECAST SILL BEAM

ACCORDANCE WITH RMS SPECIFICATION B80.

ROUGHENED DURING MANUFACTURE AS CONSTRUCTION JOINT, IN

CONTACT WITH CONCRETE STITCH POUR SHALL BE

ALL SURFACES OF VOIDS IN PRECAST SILL BEAM AND IN WINGWALL IN

FILLETED 20x20 UNLESS SPECIFIED OTHERWISE.

EDGES SHALL BE CHAMFERED 20x20 AND RE-ENTRANT ANGLES

BE 40 MPa.

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL

CONCRETE EXPOSURE CLASSIFICATION: B1

SCALE OR AS SHOWN.

GENERAL NOTES

200

4 600

100

1 000

300

4252 500

87

313

600

100

500

325

25

250250

VIEW 4

-

(TYP)

60

(TYP)

60

11.51

2 REQUIRED OPPOSITE HAND

2 REQUIRED AS SHOWN

4.6m PRECAST WINGWALL

CURTAIN WALL

ABUTMENT

PREACAST WING WALL

BOLT GROUP

�

STITCH POUR

VIEW 7

-

2%

(2

%)

SHOWN

SHOWN IN BRACKETS

SIMILAR EXCEPT WHERE

VIEW 2

7

4

-

4

-

VIEW 3

7

2 500 1 425 2 5001 425

980

0 200 400 600 800

200 100

1 000mm

0 200 400 600 800

200 100

1 000mm

7

-

7

-

980

TRAFFIC BARRIER NOT SHOWN

TRAFFIC BARRIER NOT SHOWN

OF BEARING

RL

RL RL

OF BEARING

� �

5

-

5

-

8

-

8

-

9

-

9

-

6

-

6

- RL

RL

RL

RL

RL

RL

RL

680 300 4 6006803004 600

1 6

35

1 6

35

100 200 300 400 500mm0

100 50

25

90 120 115

SECTION 6

-

100 200 300 400 500mm0

100 50

25

90 120 115

5

5

VARIES

VARIES

2%

150

600

150

325

325

85

25

90 120 115

5

VARIES

2%150

325

SECTION 9

-

100 200 300 400 500mm0

100 50

25

90 120 115

5

VARIES

150

600

325

SECTION 8

-

100 200 300 400 500mm0

100 50

(TYP)

(TYP)

SHEET No 65

FOR DETAILS SEE

M24 ANCHOR BOLT .

SHEET No 65

FOR DETAILS SEE

M24 ANCHOR BOLT .

(TYP)

FOR GROUTING DETAILS SEE SHEET No 59

ERECTION OF RAILINGS .

SHALL BE FILLED WITH GROUT AFTER

60 x 60 x 20 DEEP FORMED RECESS

(T

YP)

2% 2%

VIEW 5

-

16

-

16

-

MB8SL09

PRECAST ABUTMENT WINGWALL CONCRETE - SHEET B

0

125250

250 500 750mm

GENERAL NOTES

FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEETS No 7 AND 8.


1.5mm UNLESS NOTED OTHERWISE.

EDGES TO BE PROTECTIVE TREATED SHALL BE ROUNDED TO A RADIUS OF

AFTER FABRICATION.

PROTECTION ANGLE ASSEMBLIES SHALL BE HOT-DIP GALVANISED

WELDING SYMBOLS COMPLY WITH AS 1101.3.

THE WELD CATEGORY SHALL BE SP IN ACCORDANCE WITH AS/NZS 1554.1.

STEEL DOWELS SHALL CONFORM TO AS/NZS 4671-R250N.

STEEL SECTIONS SHALL CONFORM TO AS/NZS 3679.1-300.

SCALE OR AS SHOWN

3 700

100

1 000

300

425

87

313

600

100

500

325

25

250250

(TYP)

60

(TYP)

60


2 REQUIRED OPPOSITE HAND

2 REQUIRED AS SHOWN

11.51

278

PREACAST WING WALL

STITCH POUR

CURTAIN WALL

ABUTMENT

2 000

BOLT GROUP

�

2%

(2

%)

VIEW 10

-

VIEW 11

-

SHOWN

SHOWN IN BRACKETS

SIMILAR EXCEPT WHERE

ABUTMENT SILL BEAM CROSS FALL

CROSS FALL AT THE TOP OF THE WINGWALL TO MATCH THE

NOTE:

VIEW 2

7

VIEW 3

7

2 000 1 425 2 0001 425

980

0 200 400 600 800

200 100

1 000mm 0 200 400 600 800

200 100

1 000mm

980

10

-

10

-

11

-

11

-

TRAFFIC BARRIER NOT SHOWNTRAFFIC BARRIER NOT SHOWN

6803003 700

1 6

35

RL

680 300 3 700

RL

RL

1 6

35

RL RL

RL

RL

OF BEARING OF BEARING

� �

12

-

12

-

14

-

14

-

13

-

13

-

15

-

15

-

RL

RL RL

SECTION 13

-

100 200 300 400 500mm0

100 50

25

90 120 115

100 200 300 400 500mm0

100 50

90 120 115

5

5

VARIES

25

325

150

600

325

150

VARIES

85

2%

25

90 120 115

5

VARIES

2%

150

325

SECTION 14

-

100 200 300 400 500mm0

100 50

(TYP)

(TYP)

SHEET No 65

FOR DETAILS SEE

M24 ANCHOR BOLT .

(TYP)

SHEET No 65

FOR DETAILS SEE

M24 ANCHOR BOLT .

25

90 120 115

5

325

150

600

VARIES

85

100 200 300 400 500mm0

100 50

SECTION 15

-

SHEET No 59

FOR GROUTING DETAILS SEE

ERECTION OF RAILINGS .



(T

YP)

2%

2%

VIEW 12

-

0 100 200 300mm

100 50

60

0 100 200 300mm

100 50

SECTION 16

-

90

905

0

50

25

ROUNDED TO R10

2 REQUIRED

ATTACHMENT HOLES

�16 FORMWORK

SHEAR CONNECTORS

STUD WELDED

�16 x 150 LONG

90 x 90 x 10 ANGLE x 3 690 LONG

340SPACING OF STUDS: 10 SPACES AT 300 = 3 000350

190SPACING OF STUDS: 11 SPACES AT 300 = 3 300200

50

190SPACING OF �10 HOLES: 6 SPACES AT 550 = 3 300200

50SPACING OF �16 HOLES: 2 AT 1 790 = 3 580

�10 AIR HOLE

PROTECTION ANGLE ASSEMBLY

ELEVATION

7/1

0/2

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K:\

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B1000_

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R B

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L_T2\S

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L.d

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CAD No 8MAA3_SL.dgn

THIS D

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB8SL10

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

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DU

LA

R B

RID

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

0 200 400 600 800

200 100

1 000mm

GENERAL NOTES

UNLESS OTHERWISE SPECIFIED, THE LAP LENGTH SHALL BE AS FOLLOWS:

BE 35 mm UNLESS SPECIFIED OTHERWISE.

NOMINAL COVER TO REINFORCEMENT NEAREST TO THE CONCRETE SURFACE SHALL

SCALE OR AS SHOWN.

PRECAST ABUTMENT SILL BEAM REINFORCEMENT

CONCRETE CAST BELOW THE BAR:

a) HORIZONTAL BARS WITH >300mm OF

b) OTHER BARS:

510

430 910

650

690 530

880 1190

N20 N24N16BAR SIZE: N12 N28

N32 N36

1520

1170

1870

1440

2760

1740

SUPPLIERS RECOMMENDATIONS OR APPROVED EQUIVALENT.

AT ENDS AND TIGHTENED INTO COUPLERS IN ACCORDANCE WITH

DENOTES LENTON BOLT COUPLER EL20S13 AND N20 REBAR TO BE THREADED

DENOTES NUMBER OF BARS TO BE ADJUSTED TO SUIT THE NUMBER OF VOIDS.

OTHERWISE.

REINFORCEMENT FOR OTHER OPTIONS ARE SIMILAR EXCEPT AS NOTED

REINFORCEMENT FOR OPTION 1 WITH FOUR PILES/COLUMNS IS SHOWN.

COUPLERS, DOWELS, ANCHOR BOLTS, HOLES AND RECESSES.

REINFORCEMENT MAY BE DISPLACED SLIGHTLY WHERE NECESSARY TO CLEAR

THE DEVELOPMENT LENGTH SHALL BE 80% OF THE VALUE TABULATED ABOVE.

TO SUIT SUBSTRUCTURE DESIGN.

SHALL BE DETERMINED BY THE DESIGNER

DEVELOPMENT LENGTH OF THESE BARS

ARE INDICATIVE ONLY. THE NUMBER AND

REINFORCING BARS INTO SILL BEAM

DENOTES TYPICAL PROTRUDING

SECTION 5

-

SECTION 4

-

VIEW 3

-

4

-

4

-

5

-

5

-

VIEW 6

-

950 520

700

150

150

950

SHOWN

BUT OPPOSITE HAND

SIMILAR

S13 5-N16-V-150 NF

S14 5-N20-V-150 FF

S12 6-N20-V-150 FF

S11 6-N16-S-150 NF

CONCRETE WINGWALL

PRECAST

CONCRETE WINGWALL

PRECAST

CONCRETE WINGWALL

PRECAST

S6 4-N16-DZ-150

S5 3-N16-HH-150

S4 3-N16-HT-150 150 115 115 115 115115 150115

AS SHOWN IN SECTION

S2 4-N20-S-EF SPACED S3 4-N16-S-200 EF

CJ

ELEVATION

S5

S4 AND S6

S7

S1

S3 S2

1

-AS SHOWN IN SECTION

S1 5-N24-S FF SPACED

S1 6-N24-S NF AND

PLAN

1

-

1

-

2

-

2

-

6

-

6

-

3

-

3

-

650

S11

S12

S14

S13

30

CO

VE

R

S18 1-N20-LLS18 1-N20-LL

S1

S18

S18

S5 4-N16-HH-150

S4 4-N16-HT-150

S5 4-N16-HH-150

S4 4-N16-HT-150

S5 3-N16-HH-150

S4 3-N16-HT-150

S5 4-N16-HH-150

S4 4-N16-HT-115

S6 4-N16-DZ-150

S6 4-N16-DZ-150

S6 4-N16-DZ-150

S5

S4 AND

S5

S4 AND

S5

S4 ANDS6 S6 S6

LAPPED WITH S2

S7 4-N16-LL

LAPPED WITH S2

S7 4-N16-LL

S7

WITH S3 BARS

S8 4-N16-LL LAPPED

WITH S3 BARS

S8 4-N16-LL LAPPED

S9 33-N16-LL-150

S9

No 11 AND 12

REFER TO SHEETS

REINFORCEMENT

PRECAST WINGWALL

No 11 AND 12

REFER TO SHEETS

REINFORCEMENT

PRECAST WINGWALL

190 1 105

80

1

-

WITH S1 BARS

S10 5-N16-E LAPPED

S4 AND S5

S10

WITH S1 BARS

S10 5-N16-E LAPPED

S10

1 REQUIRED FOR ABUTMENT B

1 REQUIRED FOR ABUTMENT A

7

-

No 11 AND 12

REFER TO SHEETS

REINFORCEMENT

PRECAST WINGWALL

83

438

162

162

83

438

162

162

SECTION 1

-

SECTION 2

-

100 200 300 400 500mm0

100 50

100 200 300 400 500mm0

100 50

510

100180

480

100290120

SECTION 7

-

8

-

8

-

SECTION 8

-

100 200 300 400 500mm0

100 50

100 200 300 400 500mm0

100 50

8

-

130

TY

P

270

FR

OM T

OP O

F PIL

E/C

OL

UM

N

PR

OT

RU

DIN

G R

EIN

FO

RC

EM

EN

T

2 EQUAL

550

75 COVER 75 COVER40 COVER

3 E

QU

AL S

PA

CE

S

3 E

QU

AL S

PA

CE

S

S1

S2

S1S1

S1

S16

S15

SPACES

CJ CJ

CJ

S3 S3

S17 3-N20-HT-150

AS SHOWN IN SECTION

S15 3-N20-A SPACED

S16 1-N20-A

S18

750

S6

S4

S5

S9 S9

S17

315

4 S

PA

CE

S A

T 1

50

S2

MB8SL11

7/1

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016

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ndards in D

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B1000_

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CAD No 8MWA_SL.dgn

THIS D

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FID

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TIA

L A

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D F

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

0

125250

250 500 750mm

PRECAST ABUTMENT WINGWALL REINFORCEMENT - SHEET A

b) OTHER BARS:

650 880

690530430

N28N24 N32

510

N36



N20

GENERAL NOTES

N12 N16BAR SIZE:


SURFACE SHALL BE 35 mm UNLESS SPECIFIED OTHERWISE.

NOMINAL COVER TO REINFORCEMENT NEAREST TO THE CONCRETE

SCALE OR AS SHOWN.

1190

910

1520

1170

1870

1440

2760

1740

CLEAR DOWELS, ANCHOR BOLTS, HOLES AND RECESSES.

REINFORCEMENT MAY BE DISPLACED SLIGHTLY WHERE NECESSARY TO

DENOTES STITCH POUR REINFORCEMENT

DENOTES VARIABLE LENGTH BAR.

ABOVE.

THE DEVELOPMENT LENGTHS SHALL BE 80% OF THE VALUE TABULATED

2

-

2

-

SECTION 2

-

SECTION 1

-

120

3

13

3

13

4

13

4

13

5

13

5

13

1

-

1

-

3

13

6

13

4

13

4

13

6

13

200

40 G

AP

40 G

AP

115


W2

W2

W12

W12

ELEVATION

AS SHOWN IN SECTION

W7 2-N16-A SPACED

1 BUNDLE

REFER TO SHEET No 10

FROM PRECAST SILL BEAM TYP

REINFORCEMENT PROJECTED

W14 1-N12-LL

W13 1-N16-LL

1 BUNDLES

AS SHOWN IN SECTION

W17 3-N16-L SPACED

W16 3-N16-G AND

W1 1-N12-LL-200

W11 1-N16-LL-200

18 BUNDLES

AS SHOWN IN SECTION

W18 2-N16-A SPACED



INTO STICH POUR

W8 PROTRUDING





W5 11-N16-A-150

W4 11-N16-S-150 FF

W3 11-N16-S-150 NF

W8 11-N20-S-150 FF

AS SHOWN IN SECTION

W19 3-N16-VL SPACED

AS SHOWN IN SECTION

W7 2-N16-A SPACED

1 BUNDLE

W6 1-N16-LL-200

W12 1-N16-LL-200

5 BUNDLES

W2 5-N16-S-200 EF




INTO PRECAST SILL BEAM

BARS EMBEDED

W4W15

W5

W3

215

950 950

950950

W8

W4

W3

W5



BARS EMBEDED

AS SHOWN IN SECTION

W18 2-N16-A SPACED

W15 3-N16-SH-150

6

13

W13

W13

6

13

6

13

W16 AND W17

W11

W18

W11

MB8SL12MB10SL12

0

125250

250 500 750mm

PRECAST ABUTMENT WINGWALL REINFORCEMENT - SHEET B

GENERAL NOTES


DENOTES STITCH POUR REINFORCEMENT

SCALE OR AS SHOWN

8

-

8

-

SECTION 8

-

SECTION 7

-

120

3

13

3

13

4

13

4

13

5

13

5

13

7

-

7

-

215

3

13

6

13

4

13

4

13

6

13

40 G

AP

40 G

AP

115

200


W2

W2

W12

W12

W13

ELEVATION

AS SHOWN IN SECTION

W17 3-N16-L SPACED

W16 3-N16-G AND

W1 1-N12-LL-200

W11 1-N16-LL-200

13 BUNDLES








AS SHOWN IN SECTION

W18 2-N16-A SPACED

W14 1-N12-LL

W13 1-N16-LL

1 BUNDLES

AS SHOWN IN SECTION

W7 2-N16-A SPACED

1 BUNDLE



INTO STICH POUR

W8 PROTRUDING

W4 11-N16-S-150 FF

W3 11-N16-S-150 NF

AS SHOWN IN SECTION

W18 2-N16-A SPACEDAS SHOWN IN SECTION

W19 3-N16-VL SPACED

AS SHOWN IN SECTION

W7 2-N16-A SPACED

1 BUNDLE

W6 1-N16-LL-200

W12 1-N16-LL-200

5 BUNDLES

W2 5-N16-S-200 EF

950

W15

W4

W3

950



950950

W8

W4

W5

W3

W15 3-N16-SH-150

6

13

W8 11-N20-S-150 FF



BARS EMBEDED



BARS EMBEDED

W13

W5 7-N16-A-150

6

13

6

13

W16 AND W17

W11

W11

W18

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

MO

DU

LA

R B

RID

GE\SIN

GLE L

AN

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M_S

L_T2\S

TD D

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WIN

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MW

B_S

L.d

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1:5

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THIS D

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OMIN

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB8SL13

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

MO

DU

LA

R B

RID

GE\SIN

GLE L

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L_T2\S

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1:5

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CAD No 8MWC_SL.dgn

THIS D

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OMIN

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

100 200 300 400 500mm0

100 50

PRECAST ABUTMENT WINGWALL REINFORCEMENT - SHEET C

GENERAL NOTES


SCALE OR AS SHOWN

SECTION 3

11,12

SECTION 4

11,12

SECTION 5

11,12

SECTION 6

11,12

W7 W7

W7

W16

CJ CJ

W18



W19W16

W6

W12

W15

W18

W2

W2

W17

W11

W4 W3 W4

W11

W3

W1W1

W8

W4

530

W3

90° TYP

MB8SL14

3

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

MO

DU

LA

R B

RID

GE\SIN

GLE L

AN

E\8

M_S

L_T2\S

TD D

RA

WIN

GS\8

M2

CP_S

L.d

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1:5

1:5

5 P

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CAD No 8M2CP_SL.dgn

THIS D

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FID

EN

TIA

L A

ND S

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SE

D F

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PO

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OMIN

AT

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016


0 200 400 600 800

200 100

1 000mm

3

RMS SPECIFICATION B241

DENOTES HOT DIP GALVANIZED IN ACCORDANCE WITH

SPECIFICATION B240.

DENOTES DOWELS TO CONFORM TO THE REQUIREMENTS OF RMS



OF THE PRINCIPLE.



THAN 600mm FROM EACH END.

SHALL BE IN AN UPRIGHT POSITION AND SUPPORTED AT NOT MORE

DURING STORAGE, TRANSPORT AND HANDLING, PRECAST HEADSTOCKS

ON DENSITY OF CONCRETE OF 2550kg/m .

MASS OF PRECAST HEADSTOCK IS APPROXIMATELY 9.1 TONNES BASED

COMMENCEMENT OF ANY WORK ON THESE MEMBERS.

SHALL BE AS SUBMITTED TO THE PRINCIPAL MIN 2 WEEKS PRIOR TO THE

THE PROPOSED METHOD OF MANUFACTURE OF PRECAST HEADSTOCK

SPECIFICATION B80.

MANUFACTURE AS CONSTRUCTION JOINT IN ACCORDANCE WITH RMS

WITH CONCRETE STITCH POUR SHALL BE ROUGHENED DURING

ALL SURFACES OF VOIDS IN PRECAST HEADSTOCK IN CONTACT

20x20 UNLESS SPECIFIED OTHERWISE.

EDGES SHALL BE CHAMFERED 20x20 AND RE-ENTRANT ANGLES FILLETED

40 MPa.

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL BE


SCALE OR AS SHOWN.

GENERAL NOTES



(TYP)

OF BEARING C

COLUMN(TYP)

800

PIER 2 CH

PIER 1 CH

AND CONTROL LINE

OF BRIDGE C

OF BEARINGS

OF PIER AND VOIDS

OF BEARINGS

C

C

C240

240

PLINTH

SHEAR KEY

AND CONTROL LINE

OF BRIDGE C

6851 130635

280

215

215

450

900

330

330

450

B

-

280

1

-

1

-

3

-

3

-

PLAN


125 125

685 1 130 635

280 280

7551 6951 695755RL

RL

ELEVATION

2 4502 450

2%

RL

RL LIFTING ANCHOR

CONCRETE HEADSTOCK

PRECAST REINFORCED

900

POUR(TYP)

CONCRETE STITCH

FOR CAST-IN-SITU

550 x 550 VOID

LIFTING ANCHORS

TY

P

415

UPSTREAMDOWNSTREAM

A

-

1 2501 250

�

300 300

OF COUPLERS(TYP)

SECTION 1

-

100 200 300 400 500mm0

100 50

33

B

23

2

23

2

23

175

900

275275 175

215215

HEADSTOCK

POUR (TYP)

CONCRETE STITCH

FOR CAST-IN-SITU

550 x 550 VOID

C OF PIER AND VOID

FOR DETAILS SEE SHEET No 51

FORMED RECESS (TYP)

80 x 70 DEEP

COLUMN

800

C

(TYP)

50 x 50 CHAMFER

100 200 300 400 500mm0

100 50

5050 240240

SECTION 3

-

900

800

PLINTH

SHEAR KEY

160

STRENGTH OF 450 MPa)

ASTM AS76 (MIN YIELD

STEEL DOWEL TO

GRADE 2205 STAINLESS

�30 x 600 LONG

OF BEARING

900

415

DETAIL B

-

OF BEARINGS

OF BEARINGS

OF PIER

100 200 300 400 500mm0

100 50

C

C

C

215

215

OF BEARINGSC

DETAIL A

-

100 200 300 400 500mm0

100 50

350

350

9595

EQUIVALENT(TYP)


LENTON BOLT COUPLER EL20S13

FORMED RECESS(TYP)

80 x 70 DEEP

MB8SL15

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

MO

DU

LA

R B

RID

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GLE L

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L_T2\S

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CAD No 8M2CR_SL.dgn

THIS D

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WIN

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FID

EN

TIA

L A

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SE

D F

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HE P

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PO

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OMIN

AT

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

0 200 400 600 800

200 100

1 000mm


GENERAL NOTES



b) OTHER BARS:

510

430 910

650

690 530

880 1190


N32 N36




SCALE OR AS SHOWN.

1520

1170

1870

1440

2760

1740

OTHERWISE.


REINFORCEMENT FOR OPTION 1 WITH TWO COLUMNS IS SHOWN.














REINFORCING BARS INTO HEADSTOCK


H3 19-N16-HH-150

H2 19-N16-HT-150

H1 4-N16-HZ-150 H1 4-N16-HZ-150

H3 3-N16-HH-150

H2 3-N16-HT-150

H4

ELEVATION

1

-AS SHOWN IN SECTION

H5 4-N20-S-EF SPACED

H3

H2 AND

H3

H2 AND

H1 H1

H3

H2 AND

IN SECTION

SPACED AS SHOWN

H4 6-N24-S-NF

H4 6-N24-S-FF

2

-

H5

H5

PLAN

1

-

1

-

2

-

2

-

H7

H4

H3 3-N16-HH-150

H2 3-N16-HT-150

H7

H6H6

H11 1-N20-LL

H11 1-N20-LL H11 1-N20-LL

H11 1-N20-LL

H11 H11

WITH H5

H6 4-N16-LL LAPPED

WITH H5

H6 4-N16-LL LAPPED

80

150 120

80

150120

WITH H4

H7 4-N16-E LAPPED

WITH H4

H7 4-N16-E LAPPED

650

190 1 105

(TYP)(TYP)

3

-

65

SECTION 1

-

100 200 300 400 500mm0

100 50

SECTION 2

-

100 200 300 400 500mm0

100 50

SECTION 3

-

100 200 300 400 500mm0

100 50

4

-

4

-

SECTION 4

-

100 200 300 400 500mm0

100 50

4

-

130270100270

4 EQUAL SPACES

H4

H5

H4

H5

-

44 S

PA

CE

S A

T 1

50

65

TY

P

270

115 285 100 285 115 115285100400

AS SHOWN IN SECTION

H9 1-N20-A PLACED

H10H10

H4 H4

H1

H2

H3

H8

H9H9

AS SHOWN IN SECTION

H8 5-N20-A SPACED

550

H10 2-N16-FZ-130

3 BUNDLES

750

H12

H11

(TYP)

100

4 S

PA

CE

S A

T 1

50

H11

FR

OM T

OP O

F C

OL

UM

N

PR

OT

RU

DIN

G R

EIN

FO

RC

EM

EN

T

90° TYP

MB8SL16


3

0 200 400 600 800

200 100

1 000mm

ACCORDANCE WITH SUPPLIERS RECOMMENDATIONS.

DENOTES HOT DIP GALVANIZED AND BAR TO BE TIGHTENED IN

SPECIFICATION B240.




OF THE PRINCIPLE.











SPECIFICATION B80.

MANUFACTURE AS CONSTRUCTION JOINT, IN ACCORDANCE WITH RMS





40 MPa.



SCALE OR AS SHOWN.

GENERAL NOTES


OPTION 1 WITH 4 CIRCULAR COLUMNS ON

(TYP)

OF BEARING C

PIER 2 CH

PIER 1 CH

AND CONTROL LINE

OF BRIDGE C

OF BEARINGS

OF PIER AND VOIDS

OF BEARINGS

C

C

C

PLINTH

SHEAR KEY

AND CONTROL LINE

OF BRIDGE C

6851 130635

280

215

215

450

900

330

330

450

B

-

280

1

-

1

-

3

-

3

-

PLAN


125 125

685 1 130 635

280 280

RL

RL

ELEVATION

2 4502 450

2%

RL

RL LIFTING ANCHOR

CONCRETE HEADSTOCK

PRECAST REINFORCED

750

POUR(TYP)

CONCRETE STITCH

FOR CAST-IN-SITU

550 x 550 VOID

LIFTING ANCHORS

7551 1305655651 130755

UPSTREAMDOWNSTREAM

240

240

TY

P

415

COLUMN(TYP)

�600

A

-

1 2501 250

300300

�

2

-

2

-

OF COUPLERS(TYP)

SECTION 1

-

100 200 300 400 500mm0

100 50

SECTION 2

-

100 200 300 400 500mm0

100 50

900

175

900

275275 175

215215

HEADSTOCK

POUR(TYP)

CONCRETE STITCH

FOR CAST-IN-SITU

550 x 550 VOID

POUR(TYP)

CONCRETE STITCH

FOR CAST-IN-SITU

550 x 550 VOID

175 275275 175

215215C OF PIER AND VOID OF PIER AND VOID

COLUMN

�600

C C

C


ASTM AS76 (MIN YIELD

STEEL DOWEL TO


�45 x 600 LONG(TYP)

50 x 50 CHAMFER

100 200 300 400 500mm0

100 50

5050 240240

SECTION 3

-

900

800

160

415

450450

750

COLUMN

�600

OF BEARING OF BEARING

PLINTH

SHEAR KEY


FORMED RECESS(TYP)

80 x 70 DEEP

DETAIL B

-

OF BEARINGS

FORMED RECESS (TYP)

80 x 70 DEEP

OF BEARINGS

OF PIER

OF BEARINGSC

100 200 300 400 500mm0

100 50

C

C

C

215

215

DETAIL A

-

100 200 300 400 500mm0

100 50

350

350

9595

EQUIVALENT (TYP)



7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

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pm

ent\

B1000_

MO

DU

LA

R B

RID

GE\SIN

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AN

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M_S

L_T2\S

TD D

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WIN

GS\8

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CP_S

L.d

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1:5

1:5

7 P

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CAD No 8M4CP_SL.dgn

THIS D

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WIN

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ON

FID

EN

TIA

L A

ND S

HA

LL O

NL

Y B

E U

SE

D F

OR T

HE P

UR

PO

SE O

F T

HE N

OMIN

AT

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CT


SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB8SL17

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

MO

DU

LA

R B

RID

GE\SIN

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FID

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TIA

L A

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HA

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SE

D F

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HE P

UR

PO

SE O

F T

HE N

OMIN

AT

ED P

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CT


SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

0 200 400 600 800

200 100

1 000mm


GENERAL NOTES




SCALE OR AS SHOWN.

OTHERWISE.


REINFORCEMENT FOR OPTION 1 WITH FOUR COLUMNS IS SHOWN.



b) OTHER BARS:

510

430 910

650

690 530

880 1190


N32 N36

1520

1170

1870

1440

2760

1740









OPTION 1 WITH FOUR CIRCULAR COLUMNS ON

H3 3-N16-HH-150

H2 3-N16-HT-150

H4

1

-

H3

H2 AND

H3

H2 AND

H1 H1

H3

H2 AND

IN SECTION

SPACED AS SHOWN

H4 6-N24-S-NF

H4 6-N24-S-FF

2

-

H5

H5

PLAN

1

-

1

-

2

-

2

-

H7

H4

H3 3-N16-HH-150

H2 3-N16-HT-150

H7

H6H6

H1

H3

H2 AND

H1

H3

H2 AND

H1 4-N16-HZ-150

4 SETS OF

H3 4-N16-HH-150

H2 4-N16-HT-150

3 SETS OF

AS SHOWN IN SECTION


150 115

80

ELEVATION

H11H11

H11 1-N20-LL

H11 1-N20-LL

H11 1-N20-LLH11 1-N20-LL

WITH H5

H6 3-N16-LL LAPPED115 115 115 115 150115

WITH H4

H7 4-N16-E LAPPEDLAPPED WITH H4

H7 4-N16-E

190 1 105

(TYP)(TYP)

3

-

LAPPED WITH H5

H6 3-N16-LL

65

SECTION 1

-

100 200 300 400 500mm0

100 50

SECTION 2

-

100 200 300 400 500mm0

100 50

130270100270

H4

H5

H4

4 E

QU

AL S

PA

CE

S

65

TY

P

270

115 285 100 285 115 115285100400

H4 H4

H1

H2

H3

SECTION 3

-

100 200 300 400 500mm0

100 50

4

-

4

-

SECTION 4

-

100 200 300 400 500mm0

100 50

4

-

4 EQUAL SPACES

-

4

AS SHOWN IN SECTION

H9 1-N20-A PLACED

H10H10

H8

H9H9

AS SHOWN IN SECTION

H8 5-N20-A SPACED

550

H10 2-N16-FZ-130

3 BUNDLES

H11

570

H11

H5

(TYP)

100

THE DESIGNER TO SUIT SUBSTRUCTURE DESIGN.

OF THESE BARS SHALL BE DETERMINED BY

THE NUMBER AND DEVELOPMENT LENGTH

INTO SILL BEAM ARE INDICATIVE ONLY.

BARS FROM TOP OF COLUMN

DENOTES TYPICAL PROTURUDING REINFORCING

90° TYP

DOWNSTREAM UPSTREAM

MB8SL18

PIERS PRECAST HEADSTOCK - 4 PILES - CONCRETE

0 200 400 600 800

200 100

1 000mm

3

RMS SPECIFICATION B241

DENOTES HOT DIP GALVANIZED IN ACCORDANCE WITH

SPECIFICATION B240.




OF THE PRINCIPLE.











SPECIFICATION B80.

MANUFACTURE AS CONSTRUCTION JOINT, IN ACCORDANCE WITH RMS





40 MPa.



SCALE OR AS SHOWN.

GENERAL NOTES

REINFORCED CONCRETE PILES

OPTION 2 WITH FOUR PRECAST

(TYP)

OF BEARING C

PIER 2 CH

PIER 1 CH

AND CONTROL LINE

OF BRIDGE C

OF BEARINGS

OF BEARINGS

C

C

C

PLINTH

SHEAR KEY

AND CONTROL LINE

OF BRIDGE C

6851 130635

215

215

450

900

330

330

450

B

-

280

1

-

1

-

2

-

2

-

PLAN


125 125

685 1 130 635

280

RL

RL

ELEVATION

2 4502 450

2%

RL

RL LIFTING ANCHOR

CONCRETE HEADSTOCK

PRECAST REINFORCED

900

7551 1305655651 130755

TY

P

415

240

240

A

-

1 2501 250

300

PILES

REINFORCED CONCRETE

450 x 450 PRECAST

280 280

�

LIFTING ANCHORS

OF PIER AND VOIDS

POUR(TYP)

CONCRETE STITCH

FOR CAST-IN-SITU

550 x 550 VOID

OF COUPLERS(TYP)

100 200 300 400 500mm0

100 50

175550175

215215

HEADSTOCK

900

450 x 450 PILE

SECTION 1

-

OF PIER AND VOID

��

(TYP)

50 x 50 CHAMFER

100 200 300 400 500mm0

100 50

5050 240240

SECTION 2

-

900

800

160

OF BEARING

900

415

PLINTH

SHEAR KEY


ASTM AS76(MIN YIELD

STEEL DOWEL TO


�30 x 600 LONG

POUR(TYP)

CONCRETE STITCH

FOR CAST-IN-SITU

550 x 550 VOID


FORMED RECESS(TYP)

�80 x 70 DEEP

25

(T

YP)

DETAIL B

-

OF BEARINGS

OF BEARINGS

OF PIER

C

100 200 300 400 500mm0

100 50

C

C

C

OF BEARINGS

215

215

DETAIL A

-

100 200 300 400 500mm0

100 50

350

350

9595

EQUIVALENT(TYP)



FORMED RECESS(TYP)

80 x 70 DEEP

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

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DU

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R B

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L_T2\S

TD D

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M4P

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9 P

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CAD No 8M4PP_SL.dgn

THIS D

RA

WIN

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FID

EN

TIA

L A

ND S

HA

LL O

NL

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E U

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D F

OR T

HE P

UR

PO

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ROJE

CT


SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB8SL19

7/1

0/2

016

K:\

Bridge\Sta

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BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

PIERS PRECAST HEADSTOCK - 4 PILES - REINFORCEMENT

0 200 400 600 800

200 100

1 000mm

GENERAL NOTES



b) OTHER BARS:

510

430 910

650

690 530

880 1190


N32 N36




SCALE OR AS SHOWN.

1520

1170

1870

1440

2760

1740

OTHERWISE.


REINFORCEMENT FOR OPTION 2 WITH FOUR PILES IS SHOWN.












REINFORCING BARS INTO HEADSTOCK


OPTION 2 WITH FOUR PRECAST REINFORCED CONCRETE PILES

H3 3-N16-HH-150

H2 3-N16-HT-150

H4

1

-

H3

H2 AND

H3

H2 AND

H1 H1

H3

H2 AND

IN SECTION

SPACED AS SHOWN

H4 6-N24-S-NF

H4 6-N24-S-FF

2

-

H5

H5

PLAN

1

-

1

-

2

-

2

-

H7

H4

H7

H6H6

H1

H3

H2 AND

H1

H3

H2 AND

H1 4-N16-HZ-150

4 SETS OF

H3 4-N16-HH-150

H2 4-N16-HT-150

3 SETS OF

AS SHOWN IN SECTION


ELEVATION

H11 H11

H11 1-N20-LL

H11 1-N20-LL

H11 1-N20-LL

H11 1-N20-LL

80

150 115 115 115 115 115 150115LAPPED WITH H5

H6 4-N16-LL

LAPPED WITH H5

H6 4-N16-LL

WITH H4

H7 4-N16-E LAPPEDLAPPED WITH H4

H7 4-N16-E

H3 3-N16-HH-150

H2 3-N16-HT-150

190 1 105

(TYP)(TYP)

3

-

65

SECTION 1

-

100 200 300 400 500mm0

100 50

SECTION 2

-

100 200 300 400 500mm0

100 50

130270100270

H4

H5

H4

H5

4 S

PA

CE

S A

T 1

50

65

TY

P

270

115 285 100 285 115 115285100400

H4 H4

H1

H2

H3

SECTION 3

-

100 200 300 400 500mm0

100 50

4

-

4

-

SECTION 4

-

100 200 300 400 500mm0

100 50

4

-

4 EQUAL SPACES

-

4

AS SHOWN IN SECTION

H9 1-N20-A PLACED

H10H10

H8

H9H9

AS SHOWN IN SECTION

H8 5-N20-A SPACED

550

H10 2-N16-FZ-130

3 BUNDLES

H11 H11

750

(TYP)

100

4 S

PA

CE

S A

T 1

50

FR

OM T

OP O

F PIL

E

PR

OT

RU

DIN

G R

EIN

FO

RC

EM

EN

T

MB8SL23

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

0

125250

250 500 750mm

2 AND 4

1 AND 3

COLUMN No

PIER COLUMNS - CONCRETE

RL 'x'

TABLE 1

H

RL 'y'

SET SO THAT UNIFORM BEARING IS OBTAINED.

THE HEADSTOCK SHALL BE PLACED IN POSITION BEFORE THE MORTAR HAS

LESS THAN 15mm THICK AFTER THE HEADSTOCK IS PLACED IN POSITION.

THE MORTAR SHOULD BE SUFFICIENTLY STIFF TO PROVIDE A LAYER NO

IN ACCORDANCE WITH AS 1597.2 OR APPROVED ALTERNATIVE MATERIAL.

DENOTES LEVELING MORTAR PLACED, EXCEPT FOR AREA UNDER VOIDS,


CONTINUOUS OPERATION UNLESS SPECIFIED OTHERWISE.

THE PLACING OF CONCRETE IN THE COLUMNS SHALL BE CARRIED OUT IN ONE

UNLESS SPECIFIED OTHERWISE.

EDGES SHALL BE CHAMFERED 20x20 AND RE-ENTRANT ANGLES FILLETED 20x20

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL BE 40MPa.


SCALE OR AS SHOWN.

GENERAL NOTES

REINFORCED CONCRETE FOOTINGS/PILE CAPS AND PILES


SECTION 3

-

1

-

1

-

ELEVATION SECTION 1

-

2

-

2

-

3

-

3

-

50

50

SECTION 2

125

550 x 550125

CJ CJ

STICH POUR

RL 'x'RL 'x'

RL 'y' (PIER 2)

RL 'y' (PIER 1)

COLUMN AFTER CLEANING

FLUSHING TOP OF

15 x 60 VOID FOR

CENTRAL HOLE

WITH 600 x 600

APPROVED EQUIVALENT

BGC FIBRE CEMENT OR

900 x 900 x 18 THICK

IN SILL BEAM (TYP)

CONCRETE STITCH POUR

OUTLINE OF CAST-IN-SITU

�

�800 COLUMN

OF PIER AND VOID

�

AND COLUMN

OF VOID

RE

FE

R T

O T

AB

LE

S 1 A

ND 2

'H'

2%

-,14

RL 'y' (PIER 2)

RL 'y' (PIER 1)

15

18

0 100 200 300mm

100 50

DETAIL B

COLUMN

CEMENT MORTAR

15 NOM LEVELING

EQUIVALENT

CEMENT OR APPROVED

18mm BGC FIBRE

MIN

HEADSTOCK

14

FOR SUBSTRUCTURE WITH �800 COLUMNS.

THIS DRAWING IS APPLICABLE

THE TEMPORARY SUPPORTS DETAILED ON

CHAMFER(TYP)

15 x 15

15

(TYP)

140 15

1 6

95

1 6

95

OF PIER 1 OF PIER 2

CONTROL LINE

1 CH

CH

PLAN

COLUMN LAYOUT

�

OF BRIDGE AND

� �

2

3

4

1 6

95

1 6

95

5m43210

0.51

2 COLUMN OPTION

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

PIER 2

PIER 1

LOCATION

COLUMN

'X'

'a'

TABLE 1

PIER COLUMNS - REINFORCEMENT

'Y'

0

125250

250 500 750mm

COLUMN REINFORCEMENT AND DOWELS AS NECESSARY.

REINFORCEMENT IN THE FOOTING AND HEADSTOCK MAY BE DISPLACED TO AVOID

DENOTES VARIABLE LENGTH BAR.


GENERAL NOTES



b) OTHER BARS:

510

430 910

650

690 530

880 1190


N32 N36

1520

1170

1870

1440

2760

1740

BE AS FOLLOWS:

UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS THE LAP LENGTHS SHALL

SHALL BE 40mm UNLESS SPECIFIED OTHERWISE.

NOMINAL COVER TO REINFORCEMENT NEAREST TO THE CONCRETE SURFACE

SCALE OR AS SHOWN.

OF SPECIFIC BRIDGE SITE.

SHALL BE DETERMINED BY THE DESIGNER TO SUIT SUBSTRUCTURE DESIGN

HEADSTOCK AND COLUMNS AND LAP LENGTHS ARE INDICATIVE ONLY AND

DENOTES NUMBER AND DIAMETER OF BARS, EMBEDMENT LENGTHS INTO

REINFORCED CONCRETE FOOTINGS/PILE CAPS AND PILES


3

-

3

-

2

-

2

-

SECTION 3

-

1

-

1

- ELEVATION SECTION 1

-

-

-

-

3

2

2

C2

SECTION 2

-

TYP

160

TYP

160

TYP

160

TYP

160

CJ CJ

C1 'a'-N12-Y-150

C2 5-N12-HT-150

AS SHOWN IN SECTION

C3 4-N12-LL-SPACED

C1

C2

C3

C4

C'X'

C'X' 12 EQUAL SPACES

C1

C3

C3

C3

C3

C4

C1

430

800

1 4

40

910

OF PIER AND VOID OF PIER AND VOID

AND COLUMN

OF VOID

��

� �

�800 COLUMN

AND COLUMN

OF VOID

C'X' 12 EQUAL SPACES

SECTION

AS SHOWN IN

C4 14-N'Y'-S-SPACED

AS SHOWN IN SECTION

C'X' 12-N'Y'-S-SPACED

FOOTING

PROJECTED FROM

TYPICAL REINFORCEMENT

FOOTING

PROJECTED FROM

TYPICAL REINFORCEMENT

MB8SL50

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CAD No 8MBA_SL.dgn

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

LOCATIONNo.

BEARING

RL "X"

TOP OF BEARING

PIER 1

ABUTMENT A

SP

AN 1

BEARINGS - SHEET A

TABLE 1

GENERAL NOTES

8

7

6

5

4

3

2

1

LOCATIONNo.

BEARING

RL "X"

TOP OF BEARING

16

15

14

13

12

11

10

9

PIER 2

PIER 1

SP

AN 2

LOCATIONNo.

BEARING

RL "X"

TOP OF BEARING

24

23

22

21

20

19

18

17

ABUTMENT B

PIER 2

SP

AN 3


SCALE AS SHOWN

NO

M

33

HOLE

THREADED

10mm

BASE PLATE

BEARING

STAINLESS STEEL

BEARING INSTALLATION PROCEDURE

NYLON SCREW

M10 HEX HEAD

REMOVE TEMPORARY SUPPORTS.

LEAST 7 DAYS OLD TRANSFER LOAD TO PERMANENT BEARINGS AND

ONCE GROUT HAS REACHED MINIMUM STRENGTH OF 30 MPa AND IT IS AT 9.

FORM AND GROUT UNDER BEARING PLATE.8.

MODULE AND BEARING PLATE AND SOFFIT OF MODULE ARE PARALLEL.

IS PRESSED FIRMLY AND EVENLY UP INTO THE RECESS IN SOFFIT OF

ADJUST NYLON SCREWS UNDER EACH BEARING PLATE SO THAT BEARING 7.

TEMPORARY SUPPORTS.

ADJUST AND SUPPORT PRECAST MODULE IN PERMANENT POSITION OVER 6.

.MODULES ARE STABLE AND PLACED ACCURATELY

HOWEVER THE METHODOLOGY USED MUST ENSURE THAT THE DECK

MAY BE HYDRAULIC JACKS, SCREW JACKS OR TEMPORARY PACKERS;

PLACED(REFER CONSTRUCTION GUIDE). THE TEMPORARY SUPPORT

THE TEMPORARY SUPPORT MUST BE STABLE AND ACCURATELY 5.

SUPPORTS.

HOIST PRECAST MODULE INTO POSITION, RESTING ON TEMPORARY 4.

PLACE BEARINGS ON PLATES. 3.

DOWEL PLACED INTO FORMED HOLE.

PLACE BEARING PLATE ON HEADSTOCK/ABUTMENT SILL BEAM WITH 2.

PROTRUDING 15mm.

INSERT NYLON SCREWS TO PLATE WITH HEADS DOWNWARDS AND 1.

OF BEARING AND DOWEL

STAINLESS STEEL DOWEL

2%

2%

TYPICAL BEARING ASSEMBLY

PRECAST MODULE

GROUT PAD

BEARING

0 100 200 300mm

50100

80 x 70 DEEP FORMED RECESS

C

TYP 140140

20 NOM

BEARING BASE PLATE

STAINLESS STEEL

250 x 10 PLATE x 280 LONG

FOR BEARING

PRECAST MODULE

RECESS IN SOFFIT OF

250 x 220 x 5 DEEP

BEARING

LAMINATED ELASTOMERIC

OR SILL BEAM

TOP OF HEADSTOCK

SPAN 3SPAN 2SPAN 1

NOT TO SCALE

1

2

3

4

5

6

7

8

ABUTMENT A ABUTMENT B

BEARING LAYOUT

AND CONTROL LINE

OF BRIDGE

�

OF PIER 1 OF PIER 2

� �

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

MB8SL51

TABLE 2

ACCORDINGLY.

DETERMINED FROM THE FIGURES IN TABLE 2

GRADE OF THE TOP OF BASEPLATES SHALL BE

THE ERECTION OF THE PRECAST MODULE AND THE

HOGS SHALL BE MEASURED TWO WEEKS PRIOR TO

1 - 3

SPAN No

LONGITUDINAL GRADE ON TOP OF BEARING BASEPLATE

MEASURED HOG Ma Mb

20

15

10

5

0.95%

0.71%

0.48%

0.24%

0.95%

0.71%

0.48%

0.24%

100 200 300 400 500mm0

100 50

BEARINGS - SHEET B

GENERAL NOTES

AND 70mm AT ANY LOCATION.

DENOTES THE MINIMUM AND MAXIMUM THICKNESS OF GROUT SHALL BE 15mm

WELDNG SYMBOLS COMPLY WITH AS 1101.3.

THE WELD CATEGORY SHALL BE 1C, IN ACCORDANCE WITH AS/NZS 1554.6.

STEEL PLATE SHALL BE STAINLESS STEEL GRADE 304 TO ASTM A276.

THE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF GROUT SHALL BE 40MPa.

SCALE OR AS SHOWN.

THE SIDES OF THE GROUT PADS AFTER THE REMOVAL OF FORMWORK.

MINIMUM OF 3 DAYS AND CURING COMPOUNDS SHALL BE APPLIED TO

THE FORMWORK FOR THE GROUT PADS MUST REMAIN IN PLACE FOR A

SIDE FACES OF GROUT PADS SHALL BE VERTICAL.

UNDER THE BASE PLATES.

RECESSES ARE COMPLETELY FILLED AND THAT THERE ARE NO VOIDS

GROUTING SHALL BE CARRIED OUT TO ENSURE THAT THE FORMED

MINIMUM COMPRESSIVE STRENGTH OF GROUT SHALL BE 40MPa.

OR APPROVED EQUIVALENT.

CEMENTITIOUS GROUT EPIREZ SUPERFLOW HF OR CONBEXTRA HS

GROUT PADS AND SHALL BE SHRINKAGE COMPENSATED HIGH FLOW

DENOTES THE GROUT USED TO FILL FORMED RECESSES AND CONSTRUCT

DETAIL B

-

´80

0

50

150mm10050

25

10

FORMED RECESS

70 DEEP

BEARING BASE PLATE

10 THICK STAINLESS STEELPAD

BEARING GROUT

CO

VE

R

20 N

OM

IN R

EC

ES

S

50 M

IN E

MB

ED

ME

NT

DOWEL

�20 STAINLESS STEEL

6

100 200 300 400 500mm0

100 50

SECTION 1

-

1

-

1

-

100 200 300 400 500mm0

100 50

200

200

Ma

Mb

ELEVATION OF PRECAST MODULE AFTER DECK CONSTRUCTION

33 N

OM

33 N

OM

BEARING GROUT PAD

AND PRECAST MODULE

OF BEARING, DOWEL

PRECAST MODULE

PRECAST MODULE

TOP OF BEARING

-

TOP OF HEADSTOCK

OR SILL BEAM

90°0'0"

B

ABUTMENT B END

ABUTMENT A END

C

80 x 70 DEEP FORMED RECESS

OF BEARING

OF BEARING

C

C

2%2%

ON SHEET No 50

RL 'x' - SEE TABLE 1

ELASTOMERIC BEARING

LAMINATED

MODULE FOR BEARING

SOFFIT OF PRECAST

5 DEEP RECESS IN

10 THICK BEARING BASE PLATE

3

-

3

-

SECTION 3

-

0 100 200 300mm

100 50

15

15

280

250

0 100 200 300mm

100 50

15

10

6

SECTION 2

-

2

-

2

-

LAMINATED ELASTOMERIC BEARING

AS PART No 020906R-5

PLAN

PLATES

INTERNAL STEEL

PLAN

24 REQUIRED - MODIFIED AS SHOWN

125125

110

110

BEARING BASE PLATE

STAINLESS STEEL

250 x 10 PLATE 280 LONG

BEARING BASE PLATE ASSEMBLY

STEEL DOWEL

�21 HOLE FOR �20 STAINLESS

IN ELASTOMER FOR DOWEL

�22 x 15 DEEP RECESS

STEEL PLATE

�32 HOLE IN BOTTOM

97

200

100

100

230

115115

DOWEL GRADE 304 TO ASTM A276

�20 x 105 LONG STAINLESS STEEL

THREADED HOLE

4/�10mm

DIR

EC

TIO

N O

F T

RA

FFIC

DIR

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TIO

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CAD No 8MBB_SL.dgn

THIS D

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB8SL52

0 200 400 600 800

200 100

1 000mm

GENERAL NOTES

SCALE OR AS SHOWN

PRECAST MODULE CONCRETE - SHEET A

WORK ON THE PRECAST MODULE.

PRINCIPLE, MINIMUM 2 WEEKS PRIOR TO THE COMMENCEMENT OF ANY

AND RELEASE OF PRESTRESS STRANDS SHALL BE SUBMITTED TO THE

THE PROPOSED METHOD FOR MANUFACTURE OF THE PRECAST MODULE


OF THE PRINCIPLE.

DESIGNED BY THE PRECAST MODULE MANUFACTURE TO THE SATISFACTION


AFTER FABRICATION.

DRAINAGE PIPES TO BE CUT FROM 125 x 75 x 4 RHS, HOT DIP GALVANISED

EACH END.

UPRIGHT POSITION AND SUPPORTED AT NOT MORE THAN 600mm FROM

DURING STORAGE, TRANSPORT AND HANDLING, MODULE SHALL BE IN AN

MASS OF PRECAST CONCRETE MODULE IS APPROXIMATELY 15.1 TONNES.

- NO LOADS EXCEPT MODULE SELF WEIGHT

TEMPERATURE AND RELATIVE HUMIDITY IN RANGE 50% - 75%

- STORAGE IN OPEN AIR, AFTER STEAM CURING, AT 20 deg C AVERAGE

- STEAM CURING AT 70 deg C FOR 8 HOURS AFTER CASTING

- ELASTIC MODULUS AT TRANSFER = 32 800 MPa

- DENSITY = 2550 kg/m³

AND IS 5mm AT 28 DAYS, ASSUMING:

CALCULATED HOG OF MODULE AT TRANSFER IS 3mm

CENTRELINE OF THE PRECAST MODULE.

RELEASE OF PRESTRESS STRANDS SHALL BE SYMMETRICAL ABOUT THE

CORROSION BY THE APPLICATION OF EPOXY RESIN. THE SEQUENCE OF

THE END OF MODULE AND EXPOSED STRANDS SEALED AGAINST

AFTER TRANSFER OF PRESTRESS, STRANDS SHALL BE CUT FLUSH WITH

138 kN.

IMMEDIATELY AFTER THE RELEASE OF THE TENSIONING JACK SHALL BE

THE FORCE IN EACH 12.7mm DIA STRAND AT THE MID-SPAN OF THE MODULE

FORCE OF 184 kN.

STRENGTH 1870 MPa, RELAX 2, TO AS/NZS 4672.1 WITH MINIMUM BREAKING

STRANDS SHALL BE 7-WIRE, ORDINARY, DIAMETER 12.7mm, TENSILE

PRESTRESS SHALL BE 35 MPa.

MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT TRANSFER OF

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 50 MPa.


SAssiADey

7/1

0/2

016

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ndards in D

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B1000_

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THIS D

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey


W Ariyaratne

07.10.2016

2

53

2

53

7 970

A

-

1

53

1

53

7 069

200200

22090 220 90

200 200

450 1 285 2 250 2 250 450

TY

P

260

TYP

340

TYP

450

TYP

450

TY

P

450

TY

P

300

125 (

TY

P)

9853 SPACES AT 2 500 = 6 000985

ELEVATION

PLAN

ANCHOR

LIFTING

6 REQUIRED

LIFTING ANCHOR

OF MODULEC

C

TY

P

85

TY

P

85

300

175

PRECAST MODULE CONCRETE

1 285

OF LIFTING ANCHOR(TYP)

DRAINAGE PIPE(TYP)

DRAINAGE PIPE(TYP)

BEARING(TYP)

RECESS FOR ELASTOMETRIC

220 x 250 x 5 DEEP

DETAIL A

-

75150

0 150 300 450mm

6060

120

120

90

C

SEE SHEET No 65(TYP)

BOLT, FOR DETAILS

M24 x 380 ANCHOR

SEE SHEET No 65(TYP)

BOLT, FOR DETAILS

M24 x 320 ANCHOR

OF BOLT GROUP

MB8SL53

SAssiADey

7/1

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


ADey


W Ariyaratne

07.10.2016

PRECAST MODULE CONCRETE - SHEET B

MB10SL53

75150

0 150 300 450mm

GENERAL NOTES


DENOTES HOT DIP GALVANIZED IN ACCORDANCE WITH RMS SPECIFICATION B241.

YARD AS DETAILED ON SHEET 61.

DENOTES FOR TEMPORARY FIXING MODULE HOLD DOWN BRACKET IN CASTING

REINFORCEMENT AND TO PROVIDE FOR THE REQUIRED COVER

LOCATION OF VENT HOLES MAY BE DISPLACED SLIGHTLY TO CLEAR

SCALE OR AS SHOWN

450

200

125

300

SECTION 3

-

160 (

TY

P)

115

EQUIVALENT(TYP)

APPROVED

AND N20 REBAR OR

COUPLER EL20S13

LENTON BOLT

�50 FORMED VENT HOLE

70

APPROVED EQUIVALENT

FOOT FERRULE OR

GALVANIZED ELEPHANT

M10 x 45 LONG REID

0 100 200 300mm

100 50

75

11

375

DRAINAGE PIPE

18 REQUIRED

125 x 75 x 4 RHS

20 x 20 FILLET(TYP)

RMS SPECIFICATION B80(TYP)

JOINT IN ACCORDANCE WITH

ROUGHENED FOR CONSTRUCTION

THESE SURFACES SHALL BE

SECTION 1

52

365

390

100320810320

600

160

410

760

160160

100

VIEW 2

52

320810320

12090

600

75

125

462 776 354 83

390

300

107 363 366 79

450

1 675

TYP

50

17.6

1

17.6

1

REINFORCEMENT

PROJECTED

ELASTOMERIC BEARING

OF MODULE FOR

RECESS IN SOFFIT

220 x 250 x 5 DEEP

ERECTION OF RAILINGS(TYP)



(TYP)

40 x 40 FILLET

20 x 20 FILLET(TYP)

325

1 675

365

432

18

160160 �

OF BEARING

10

3

-

3

-

25

755

5150

755

FOR CLOSURE POUR(TYP)

FACILITATE TAPE FOR SEALING

SMOOTH FINISH FOR 50mm TO

TY

P

85

8585

7070

90°0'0"

TYP

VENT HOLE

�50 FORMED

SHEET No 65

FOR DETAILS SEE

M24 ANCHOR BOLT,

SHEET No 65

FOR DETAILS SEE

M24 ANCHOR BOLT,

175

300

PIPE(TYP)

DRAINAGE

300 25

2 410

5150

FILLET(TYP)

40 x 40

�

OF BEARING

405

RMS SPECIFICATION B80(TYP)

JOINT IN ACCORDANCE WITH

ROUGHENED FOR CONSTRUCTION

THESE SURFACES SHALL BE

20 x 20 CHAMFER(TYP)

REINFORCEMENT(TYP)

PROJECTED

CHAMFER(TYP)

15 x 15

WITH RMS SPECIFICATION B80(TYP)

FOR CONSTRUCTION JOINT IN ACCORDANCE

THESE SURFACES SHALL BE ROUGHENED

CHAMFER(TYP)

20 x 20

PRECAST MODULE REINFORCEMENT - SHEET A

MB8SL55

0 200 400 600 800

200 100

1 000mm

GENERAL NOTES

SCALE OR AS SHOWN

SHEET Nos 56 AND 57.

FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE

SAssiADey

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1:5

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CAD No 8MR1A_SL.dgn

THIS D

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey


W Ariyaratne

07.10.2016

1

56

1

56

2

56

2

56

3

56

3

56

240240

240 240

A

57B

57

PLAN

E1 10-N12-AZ-120

2 SETS OF

AS SHOWN IN SECTION

E3 6-N20-S-FF SPACED

2 SETS OF

E7 59-N12-D-120

E9 59-N12-L-120 NF

E8 59-N12-S-120 FF

E1 19-N12-AZ-240

2 SETS OF

E1 10-N12-AZ-120

2 SETS OFE21 66-N12-S-120

IN SECTION

AS SHOWN

E10 17-N12-S SPACED

IN SECTION

AS SHOWN

E6 4-N12-S SPACED

2

56

2

56

2

56

2

56

2

56

E18 66-N12-P-120

IN SECTION

AS SHOWN

E5 4-N12-S SPACED

2 SETS OF

AS SHOWN IN SECTION

E17 9-N12-S SPACED


REINFORCEMENT

FOR END OF MODULE REFER TO SHEET No 57

REINFORCEMENT

FOR END OF MODULE

REINFORCEMENT AT END OF MODULE NOT SHOWN FOR CLARITY

STRANDS NOT SHOWN

PRECAST MODULE REINFORCEMENT

MB8SL56

6/12.7mm STRANDS 6/12.7mm STRANDS

6/12.7mm STRANDS6/12.7mm STRANDS

50

55

55

50

800mm

6/12.7mm STRANDS

SAssiADey

A

BENDS

FITMENT

A

C E

B

A

A

B

A

A

175

175

C

BENDS

FITMENT

BENDS

FITMENT

ELEVATION END VIEW

E1 10-N16-S-300EF

DRAWINGS IS AS FOLLOWS:

THE METHOD USED TO LABEL REINFORCEMENT ON THE

STRUCTURE ELEMENT DENOTATION

SPACING ALONG LIMIT LINE

NUMBER OF BARS IN THE SET

BAR NUMBER IN SEQUENCE

BAR SIZE IN MILLIMETRES

INFORMATION FOR PLACING

BAR STRUCTURAL PROPERTIES

BAR SHAPE CODE

D = INTERNAL DIAD

STANDARD BAR SHAPES DIAGRAM

HTS

AZL

KZ

HOOKS

AND

BENDS

FITMENT

C

Q CZ

BAR MARKING LEGEND

LL

PRECAST MODULE REINFORCEMENT - SHEET B

C

B

AHOOKS

AND

BENDS

FITMENT

P

E1 10-N16-S-300EF APPROX

THE FOLLOWING FORMAT SHALL BE USED:

WHERE THE BAR SPACING IS APPROXIMATE ONLY,

BENDS

FITMENT

75150

0 150 300 450mm

C C

175

B

B

A

C

B

A

B

A

C

B

A

B

A

D

B

A

D

C

GENERAL NOTES

SEE SHEET No 57

FOR OTHER GENERAL NOTES RELATING TO THIS SHEET,

AT EACH END OF PRECAST MODULE.

DENOTES STRANDS SHALL BE DEBONDED FOR A LENGTH OF 1000mm

AT EACH END OF PRECAST MODULE.

DENOTES STRANDS SHALL BE DEBONDED FOR A LENGTH OF 450mm

SCALE OR AS SHOWN

SECTION 2

55

205

71

71

40 C

OV

ER

35 C

OV

ER

2 EQUAL SPACES3 EQUAL SPACES

100

E5

E5

E10

2/12.7mm STRANDS

E6

400

E8

E9

E7

2/12.7mm STRANDS

E17

E18

E17

100

55

2 E

QU

AL S

PA

CE

S

VIEW 1

55

55

3

E15 1-N12-C

E14 1-N12-KZ

E15 1-N12-C

E14 1-N12-KZ

2 EQUAL SPACES

71

63

100

E10

E17

E5

E3

2/12.7mm STRANDS

E5

E3

71

120 120

3 SPACES AT 100

E12120 120

205

71

71

E14 1-N12-KZ

E12

E11

VIEW SIMILAR BUT OPPOSITE HAND

2/12.7mm STRANDS

E13E4 E4

E17

E16

E20E19

E14 1-N12-KZ

2 E

QU

AL S

PA

CE

S

100

55

35 C

OV

ER

E21

8 EQUAL SPACES57 75 115

SPACES

2 EQUAL75115

SPACES

2 EQUAL

E3

E1 OR E2

E3

E1 OR E2

E21

400

E17

E17

E18

140

1105050110

2/12.7mm STRANDS

55

50

300mm2001000

50100

120120

TOP OF MODULE

CENTRELINE

TYPICAL STRAND LAYOUT

7/1

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


ADey


W Ariyaratne

07.10.2016

MB8SL57

ADey

7/1

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CAD No 8MR1C_SL.dgn

THIS D

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


ADey


W Ariyaratne

07.10.2016

PRECAST MODULE REINFORCEMENT - SHEET C

GENERAL NOTES

630470

... ...

...

...820460

N36N32

b) OTHER BARS:

620

350

... ...

...



N28

BAR SIZE: N12

...

N24N20N16

REINFORCEMENT NOTES

500mm4003002001000

50100

SECTION 5.13 OF AS 5100-BRIDGE DESIGN.

9 BAR BENDING AND HOOK DETAILS SHALL BE IN ACCORDANCE WITH

8 BARS OF DIAMETER GREATER THAN 24mm SHALL NOT BE REBENT.

NO DIMENSION SHOWN.

7 THE INCLUDED ANGLE OF ANY BEND SHALL BE A RIGHT ANGLE IF

THE OUTSIDE FACES OF THE BARS AND ARE IN MILLIMETRES.

6 DIMENSIONS SHOWN ON BAR SHAPES DIAGRAMS ARE MEASURED FROM

REINFORCING FABRIC (RECTANGULAR AND SQUARE), RESPECTIVELY.

5 WHERE SHOWN ON THE DRAWINGS, RL AND SL SHALL DENOTE WELDED

REINFORCING BARS EQUIVALENT TO GRADE R500L TO AS/NZS 4671.

4 WHERE SHOWN ON THE DRAWINGS, "W" SHALL DENOTE PLAIN ROUND

SHALL BE D500N TO AS/NZS 4671.

3 THE GRADE OF REINFORCEMENT, IF NOT STATED ON THE DRAWINGS,

AS/NZS 4671 FABRIC NUMBER.

2 BAR SIZE IS THE NOMINAL DIAMETER IN MILLIMETRES, OR THE

1 AUSTRALIAN STANDARD BAR SHAPES ARE IN ACCORDANCE WITH AS 1100.501.

SHALL BE AS FOLLOWS:

UNLESS OTHERWISE SPECIFIED, THE MINIMUM LENGTHS OF LAPS

CLEAR FORMED HOLES, RECESSES, COUPLERS AND BOLTS.

REINFORCEMENT MAY BE DISPLACED SLIGHTLY WHERE NECESSARY TO

VIBRATING TABLE OR FORM VIBRATORS.

STEEL FORMWORK MOULD WITH INTENSE COMPACTION USING A

THE COVER SPECIFIED IS BASED ON THE MODULE BEING CAST IN A RIGID



SCALE OR AS SHOWN.


THREADED AT ENDS AND TIGHTENED INTO COUPLERS IN ACCORDANCE WITH

DENOTES LENTON BOLT COUPLER EL20S13 AND N20 REBAR TO BE

E FOR EXTERNAL MODULE

STRUCTURE ELEMENT DENOTATIONS IS:

TABLE UNLESS NOTED OTHERWISE.

THE DEVELOPMENT LENGTH SHALL BE 80% OF THE VALUE TABULATED IN THE

SAssi

DETAIL A

55

DETAIL B

55

8

-

8

-

7

-

7

-

E4 3-N12-CZ-60

E4 3-N12-CZ-60

E12 1-N12-HT

E3

E1

E5

E5

E1

E3

E6

E4 3-N12-CZ-60

E4 3-N12-CZ-60

E12 1-N12-HT

E20 1-N20-LLE20 1-N20-LL

E10

E15

E14

E14

E14

E15

E14

E14

E15

E14

E14

E15

E14

E19 1-N12-HT E19 1-N12-HT

E17

E18

AS SHOWN IN SECTION


E11 2-N16-L-NF

8

-

AS SHOWN IN SECTION


E11 2-N16-L-NF

8

-

E16 1-N20-L-NF

E16 1-N20-L-NF

E16 1-N20-L-NF

E16 1-N20-L-NF

E21 E21

E9 AND E8

AS SHOWN IN VIEW

E12-8-N12-HT SPACED

AS SHOWN IN VIEW

E12-8-N12-HT SPACED

1

56

1

56

E7 NOT SHOWN FOR CLARITY

E2 4-N12-CZ-60

2 SETS OF

E2 4-N12-CZ-60

2 SETS OF

SECTION 7

-

SECTION 8

-

75150

0 150 300 450mm

75150

0 150 300 450mm

E18

STRANDS

12.7mm

E5

E2

E3

E10

E9

E8

E12

E4

3 EQUAL SPACES

400

STRANDS

12.7mm

E11 AND E13

E13

E16

E20

E14 OR E15

FOR CLARITY

E21 NOT SHOWN

240

E11

60

E10 OR E17

0

5001 000

1 000 2 000 3 000mm

MB08SL58

DECK CONCRETE - SHEET A


NCF DENOTES NO CHAMFER OR FILLET.

FILLETED 20x20 UNLESS SPECIFIED OTHERWISE.

EDGES SHALL BE CHAMFERED 20x20 AND RE-ENTRANT ANGLES

BE 40 MPa.

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL


SCALE OR AS SHOWN.

GENERAL NOTES

7/1

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

25

995 995

7 9958 0007 995

2

60

25

995

23 990

TRAFFIC BARRIER ANCHOR BOLT GROUPS SPACING (TYPICAL)

11 SPACES AT 2 000 = 22 000

CJ

CJ

EN

D O

F S

UP

ER

ST

RU

CT

UR

E A

BU

TM

EN

T A

EN

D O

F S

UP

ER

ST

RU

CT

UR

E A

BU

TM

EN

T B

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

BEARING

SPAN LENGTH SPAN LENGTH SPAN LENGTH

CH

CH

CH

CH

PLAN

2

60

1

59

1

59

OF PIER

�

OF PIER

�

�

AND CONTROL LINE

OF BRIDGE

CLOSURE STRIP

BRACKET(TYP)

HOLDING DOWN

MODULE

MB8SL59

7/1

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CAD No 8MDCB_SL.dgn

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

DETAIL C

-

0 100 200 300mm

100 50

ERECTION OF RAILINGS (TYP)

WITH GROUT AFTER

SHALL BE FILLED

FORMED RECESSES

60 x 60 x 20 DEEP

M24 ANCHOR BOLTS

M24 ANCHOR BOLTS

20 N

OM M

OR

TA

R

PA

D (

TY

P)

DECK CONCRETE - SHEET B

0

125250

250 500 750mm

GENERAL NOTES


DRY FILM THICKNESS OF 100µm.

BE PAINTED WITH TWO PACK SURFACE TOLERANT EPOXY PAINT WITH A MINIMUM

THE UNDERSIDE OF THE BASE PLATES AND SIDE FACES OF SLOTTED HOLES SHALL

PADS AFTER THE REMOVAL OF FORMWORK.

3 DAYS AND CURING COMPOUNDS SHALL BE APPLIED TO THE SIDES OF THE GROUT

THE FORMWORK FOR THE GROUT PADS SHALL REMAIN IN PLACE FOR A MINIMUM OF

BASE PLATES.

SIDE FACES OF GROUT PADS SHALL BE VERTICAL AND FLUSH WITH EDGES OF

ARE COMPLETELY FILLED AND THAT THERE ARE NO VOIDS UNDER THE BASE PLATES.

GROUTING SHALL BE CARRIED OUT TO ENSURE THAT THE FORMED RECESSES

MINIMUM COMPRESSIVE STRENGTH OF GROUT SHALL BE 40MPa.

EPIREZ SUPERFLOW HF OR CONBEXTRA HS OR APPROVE EQUIVALENT.

RECESSES SHALL BE SHRINKAGE COMPENSATED HIGH FLOW CEMENTITIOUS GROUT

DENOTES THE GROUT USED TO CONSTRUCT MORTAR PADS AND FILL FORMED

REINFORCEMENT PROJECTED FROM PRECAST MODULE ARE NOT SHOWN FOR CLARITY.

SCALE OR AS SHOWN

SECTION 1

58

300

GAP TO BE SEALED (TYP)

30 NOMINAL AND CONTROL LINE

OF BRIDGE

RL

RL

2%

UPSTREAMDOWNSTREAM

RL

RL

RL

D

61

�

TYPICAL CROSS SECTION

AT ABUTMENTS AND PIERS

TYPICAL CROSS SECTION

CJ

CJCJ

300

25

2%

(T

YP)

125

CJ

CJ

CJ

CJ

CJ

RL C

-

4 200

1 675

1 675850

4 850

STRIP

CLOSURE

STRIP

CLOSURE

1 675

1 675850

MB8SL60

75150

0 150 300 450mm

DECK CONCRETE - SHEET C

GENERAL NOTES

SPECIFICATIONS B240.

DENOTES DOWELS TO COMFORM TO THE REQUIREMENTS OF RMS QA

THAN THE ALLOWABLE STRAIN SPECIFIED IN RMS AS SPECIFICATION B312.

JOINT MOVEMENT FROM INSTALLATION SHALL NOT INDUCE STRAIN MORE

TEMPERATURES NOT LESS THAN 10 deg C OR NOT MORE THAN 35 deg C.

THE SEALANT SHALL BE APPLIED BETWEEN 7:00am AND 11:00am, AT

EQUIVALENT) INSTALLED WITH 25% COMPRESSION.

OR NEOPRENE (PARBURY'S EXPANDAFOAM BACKER ROD OR APPROVED

BACKER RODS SHALL BE NON ABSORBENT, CLOSED CELL POLYETHYLENE

PLATES AND CHS SHALL BE STAINLESS STEEL GRADE 304, TO ASTM A276.

CURING IS GUARANTEED BEFORE OPENING TRAFFIC.

REGIONS WEST OF THE GREAT DIVIDING RANGE. UNLESS COMPLETE

SINGLE COMPONENT SEALANTS SHALL NOT BE USED IN ARID OR SEMI-ARID

SPECIFICATION B312.

ALL SEALANTS SHALL CONFORM TO ROADS AND MARITIME SERVICES QA

MAXIMUM JOINT MOVEMENT ± 10mm.

SCALE OR AS SHOWN.

30

215230

200 20020030

2525

A

-

B

-

20

25

25 B

-

20

240 240

SECTION 2

58

20

30225

20

215

C

-

15

(TYP)

200

(T

YP)

125

SHEAR KEY DETAILS AT ABUTMENTSSHEAR KEY DETAILS AT PIERSJOINT DETAIL AT ABUTMENTS JOINT DETAIL AT PIERS

HEADSTOCK

PRECAST

BEARING

ELASTOMERIC

APPROVED EQUIVALENT

MEGAPOXY PM OR

3mm EPOXY SEAL

70 x 70 x 6 PL

BACKER ROD

JOINT DETAIL AT PARAPET

295

800 460 300

295

140

300

160

140

140

SPECIFICATION B312)

GN TYPES B OR C TO

SEALANT (GT OR

SPECIFICATION B312)

GN TYPES B OR C TO

SEALANT (ST OR

CLASS H TO AS 1366.3

CELLULAR POLYSTYRENE SHEET

SUPERSTRUCTURE

END OF

SUPERSTRUCTURE

END OF

CELLULAR POLYSTYRENE

NOMINAL 30 THICK

300

OF PIER

OF PIER

BACKER ROD

BACKER ROD

20 x 20 CHAMFER

C

POLYSTYRENE

20 THICK CELLULAR

NOMINAL

MOVEMENT (TYP)

TO ALLOW SUBSEQUENT

TO CENTRE DOWEL AND

SOFT RUBBER RINGS


NOMINAL 20 THICK


TO ASTM A276 (MIN YIELD


45 x 600 LONG GRADE 7205

C

C OF SHEAR KEY DOWEL

CONSTRUCTION

METHOD PRIOR TO

IN POSITION WITH A SUITABLE

ABOVE DOWEL AND FIXED

PLACED CENTRALLY

76 x 5.9 CHS x 160 LONG


�45 x 600 LONG GRADE 7205

TYP

COUPLER EL20S13

LENTON THREADED

9 995 10 000

450

30

0 20 40 60 80 100mm

1020

1010

7

3

20

40

55 15

DETAIL B

-

SECTION 3

-

0 20 40 60 80 100mm

1020

30

0 20 40 60 80 100mm

1020

1010

7

3

20

40

55 15

DETAIL A

-

DECK SURFACE

CONCRETE MODULE

DECK SURFACE

CONCRETE MODULE

SPECIFICATION B312)

TYPES B OR C TO

SEALANT (GT OR GN

20x20 CHAMFERSEALANT (ST OR GT

TYPES B OR C TO

SPECIFICATION B312)

CONCRETE

SHEET FOR CAST IN-SITU


BACKER ROD

25 25

20 15

15

25

TO SPECIFICATION B312)

(ST OR GT TYPE C

SEALANT

INSTRUCTIONS - TYP

MANUFACTURER'S

ACCORDANCE WITH

SURFACES PRIMED IN

BACKER ROD

POLYSTYRENE SHEET

15mm CELLULAR

POLYSTYRENE SHEET

30mm CELLULAR

CONSTRUCTION JOINT

INSTRUCTIONS - TYP

MANUFACTURER'S

ACCORDANCE WITH

SURFACES PRIMED IN

BACKER ROD

POLYSTYRENE SHEET

15mm CELLULAR

POLYSTYRENE SHEET

30mm CELLULAR

TO SPECIFICATION B312)

(ST OR GT TYPE C

SEALANT

CONSTRUCTION JOINT

DETAIL C

-

3

-

3

-

15

0 20 40 60 80 100mm

1020

SEALANT (ST OR GT

TYPES B OR C TO

SPECIFICATION B312)

20 x 20 CHAMFER

SPECIFICATION B312)

TYPES B OR C TO

SEALANT (GT OR GN

SHEET

POLYSTYRENE

CELLULAR

BACKER ROD

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REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB10SL61

HOLDING DOWN BRACKET DETAILS

75150

0 150 300 450mm

GENERAL NOTES


OR APPROVED EQUIVALENT.

HIGH FLOW CEMENTITIOUS GROUT EPIREZ SUPERFLOW HF OR CONBEXTRA HS

DENOTES THE GROUT USED SHALL BE SHRINKAGE COMPENSATED

ACCORDANCE WITH AS 1214.

BOLTS NUTS AND WASHERS SHALL BE HOT DIP GALVANIZED IN

SPECIFICATION B241.

FABRICATION IN ACCORDANCE WITH ROADS AND MARITIME SERVICES

ALL STEEL COMPONENTS SHALL BE HOT DIP GALVANIZED AFTER

RENOVATED WITH TWO PACK ORGANIC ZINC-RICH PRIMER.

AFTER ASSEMBLY DAMAGED GALVANISED SURFACES SHALL BE

OF 1.5mm UNLESS SPECIFIED OTHERWISE.

EDGES TO BE PROTECTIVE TREATED SHALL BE ROUNDED TO A RADIUS

SPECIFICATION B240.

ALL FASTENERS TO COMPLY WITH THE REQUIREMENTS OF RMS

WRAPED WITH DENSO TAPE.

AREA OF ANCHOR BOLT TO BE IN CONTACT WITH GROUT SHALL BE

SPECIFICATION B204.

REQUIREMENTS AS GIVEN IN ROADS AND MARITIME SERVICES

ALL WELDING SHALL CONFORM TO AS/NZS 1554.1 WITH ADDITIONAL

THE WELD CATEGORY SHALL BE SP IN ACCORDANCE WITH AS/NZS 1554.1

PROPERTY CLASS 8 TO AS/NZS 1252.

HIGH STRENGTH STEEL NUTS FOR STRUCTURAL BOLTING SHALL BE

IN ACCORDANCE WITH AS 5100.6.

BOLTING CATEGORY FOR HIGH STRENGTH STEEL BOLTS SHALL BE 8.8/S

STEEL SECTIONS SHALL CONFORM TO AS/NZS 3679.1-300.

STEEL PLATES SHALL CONFORM TO AS/NZS 3678-250.

SCALE OR AS SHOWN

0 100 200 300mm

100 50

DOWN BRACKET

MODULE HOLDING

12 REQUIRED

ELEVATION

END ELEVATION

200

3

-

3

-

SECTION 3

-

311

100

100

76

76

8585

9595

x 200 LONG

310 UC 158

TYP8

8

327

STIFFENER PLATES

110 x 16 x 277

TOP VIEW

110

16

110

277

25

25

80

7070

HOLE

�10 THREADED

CUTS TYP

15 x 15 CORNER

200

0 100 200 300mm

100 50

200

30 30

60

6PL

24 REQUIREDCOUPLERS IN THE PRECAST MODULE

TEMPLATE AFTER PLACEMENT OF

TO BE MATCH DRILLED USING A

�50 HOLES. HOLES IN TOP FLANGE

AND SHALL NOT BE USED FOR TEMPORARY SUPPORT

TO BE FIXED TO THE MODULE IN THE CASTING YARD

HEADSTOCK/SILL BEAM

COUPLERS IN THE PRECAST

TEMPLATE AFTER PLACEMENT OF

TO BE MATCH DRILLED USING A

�60 HOLES. HOLES IN BOTTOM FLANGE

100100

PLATE

0 100 200 300mm

100 50

110

110

25PL

48 REQUIRED

�27 HOLE (TYP)

WASHER PLATE

55

55

�12 HOLES(TYP)

MODULE HOLDING DOWN BRACKET LAYOUT AT PIERS

OF PIER

�

1

-

1

-

SECTION 1

-

FACE OF CURTAIN WALL

MODULE HOLDING DOWN BRACKET LAYOUT AT ABUTMENTS

SECTION 1

-

DETAIL D

59

GROUT

48

DOWN BRACKET

MODULE HOLDING

PRECAST MODULE

OR PIER

ABUTMENT

NUT AND WASHER

BOLTS WITH M10

M10 X 205 LONG

70

60

235

70

SECTION 2

-

SUBSEQUENT MOVEMENT (TYP)

TO CENTRE BOLT AND ALLOW

SOFT RUBBER SPACER RINGS

N20 REBARS

90°

7070

70

70

SUPPORT TIMBER

TEMPORARY

TIMBER PACKER

TEMPORARY

125

125

23

100

365

FOOT FERRULE

M10 ELEPHANTS

60

100

100

315

N20 REBARS

DOWN BRACKET

MODULE HOLDING

STRENGTH WASHER

CLASS 8.8 WITH M24 HIGH

HIGH STRENGTH BOLTS PROPERTY

M24 X 160 LONG. THREAD LENGTH 80

9595

8585

90°

(TYP)

WITH �30 HOLE TYP

110 x 110 x1.5mm HDPE

60

2

-

2

-

SEE DETAIL

PLATE

2/60 x 6PL x 200

WASHER PLATES(TYP)

110 x 25PL x 110

PLATE

BOLTS AND

M10 X 175 LONG

TEMPORARY SUPPORT ASSEMBLY

MODULE HOLDING DOWN BRACKET

SNUG TIGHT

NUT PROPERTY CLASS 8

M24 HIGH STRENGTH

AS/NZS 1252

STRENGTH WASHER TO

CLASS 8.8 WITH M24 HIGH

HIGH STRENGTH BOLTS PROPERTY

M24 X 150 LONG. THREAD LENGTH 80

APPROVED EQUIVALENT

TEMPORARY SUPPORT)OR

WITH GROUT AFTER REMOVAL OF

FOOT FERRULES (TO BE FILLED

GALVANIZED ELEPHANTS

M10 x 45 LONG REID

EQUIVALENT (TYP)

OR APPROVED

COUPLER EL20S13

LENTON THREADED

DOWN BRACKET

MODULE HOLDING

DOWN BRACKET

MODULE HOLDING

DOWN BRACKET

MODULE HOLDING

TO BE REMOVED AFTER GROUTING AND FIXING BRACKET ON SITE

DENOTES OR SUITABLE ALTERNATIVE TEMPORARY SUPPORT AND

NOT BE USED FOR TEMPORARY SUPPORT OF PRECAST MODULE.

TO BE FIXED TO THE MODULE IN THE CASTING YARD AND SHALL

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

MB8SL62


58 58 58

7/1

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

0 1500

250

1000500

500

SCALE OR AS SHOWN.

GENERAL NOTES

630470

... ...

...

...

350

460

N36

820

b) OTHER BARS:

620

DOWELS, ANCHOR BOLTS, CHS, FORMED HOLES AND RECESSES.


TABLE UNLESS NOTED OTHERWISE.

THE DEVELOPMENT LENGTH SHALL BE 80% OF THE VALUE TABULATED IN THE

SHALL BE AS FOLLOWS:

UNLESS OTHERWISE SPECIFIED, THE MINIMUM LENGTHS OF LAPS

BE 40 mm UNLESS SPECIFIED OTHERWISE.

NOMINAL COVER TO REINFORCEMENT NEAREST TO THE CONCRETE SURFACE SHALL

... ...

...



N32

N16BAR SIZE: N12 N28N24N20

...


LAPPED WITH D3

D6 1-N12-A

LAPPED WITH D3

D6 1-N12-A

LAPPED WITH D3

2 SETS OF D6 1-N12-A

LAPPED WITH D3

2 SETS OF D6 1-N12-A

LAPPED WITH D3

D6 1-N12-A

LAPPED WITH D3

D6 1-N12-A

1

63

1

63

1

63

1

63

1

63

LAPPED WITH D3

D6 1-N12-A

2 SETS OF

LAPPED WITH D3

D6 1-N12-A

2 SETS OF

PLAN

4

63

1

63

2

63

2

63

3

63

3

63

1

63

D4 6-N16-HT-150

AS SHOWN IN SECTION

D5 4-N16-S-EF SPACED

SHOWN IN SECTION

D2 9-N12-S SPACED AS

D1 75-N12-S-120 EF

SHOWN IN SECTION

D5 4-N16-S-EF SPACED AS

IN SECTION

D3 2-N16-S AS SHOWN

2 SETS OF

2

63

4

63

4

63

IN SECTION

D3 2-N16-S AS SHOWN

2 SETS OF

D4 6-N16-HT-150

D4 6-N16-HT-150

AS SHOWN IN SECTION


SHOWN IN SECTION


D1 75-N12-S-120 EF

SHOWN IN SECTION


IN SECTION

D3 2-N16-S AS SHOWN

2 SETS OF

2

63

4

63

4

63

IN SECTION

D3 2-N16-S AS SHOWN

2 SETS OF

D4 6-N16-HT-150

D4 6-N16-HT-150

AS SHOWN IN SECTION


SHOWN IN SECTION


D1 75-N12-S-120 EF

SHOWN IN SECTION


IN SECTION

D3 2-N16-S AS SHOWN

2 SETS OF

2

63

4

63

4

63IN SECTION

D3 2-N16-S AS SHOWN

2 SETS OF

D4 6-N16-HT-150

PRECAST MODULE ARE NOT SHOWN FOR CLARITY

REINFORCEMENT PROJECTED FROM

MB8SL63

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1:5

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

100 200 300 400 500mm0

100 50

DECK REINFORCEMENT - SHEET B

GENERAL NOTES


SCALE OR AS SHOWN

SECTION 5

-

TYP

350

CJ

ABUTMENT

KERB

CONCRETE MODULE

EXTERNAL

8 EQUAL SPACES

D1

D2

SECTION 2

62

SECTION 3

62

5 SPACES AT 150

D6

D5

D4

D35

-

5

-

D6

D3

D3

D660

DECK JOINT

REINFORCEMENT(TYP)

PROJECTED

REINFORCEMENT(TYP)

PROJECTED

SECTION 1

62

75150

0 150 300 450mm

SECTION 4

62

75150

0 150 300 450mm

85

TYP

3 EQUAL SPACES

D1D5 D5 D5 D1

CJ

REINFORCEMENT

PRECAST MODULE

D4

D2

D4 D4

D2

D3

REINFORCEMENT(TYP)

PROJECTED

TRAFFIC BARRIER RAILING - SHEET A

MB8SL64

0 200 400 600 800

200 100

1 000mm

GENERAL NOTES


SCALE OR AS SHOWN

7/1

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CAD No 8MBRA_SL.dgn

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

0

7501 500

1 500 3 000 4 500mm

TYPE B TYPE A1 TYPE C

TYPE A1TYPE C TYPE B

TYPE A2TYPE A1TYPE A2TYPE A1TYPE A2

TYPE A2 TYPE A1 TYPE A2 TYPE A1 TYPE A2

PANEL LAYOUT

EJEJ EJEJ

PIE

R 2

PIE

R 1

EJ

SPAN 3

AB

UT

ME

NT A

SPAN 1 SPAN 2

EJEJ

AB

UT

ME

NT B

EJ

AND CONTROL LINE

OF BRIDGE�

9802 000980

3 960

1 7202 500600

4 820

1 720 2 500 600

4 820

9802 000980

3 960

INSIDE ELEVATION

PLANPLAN

INSIDE ELEVATION

PLAN

INSIDE ELEVATION INSIDE ELEVATION

PLAN

PANEL TYPE B

PANEL TYPE C

PANEL TYPE A2

PANEL TYPE A1

2 REQUIRED

2 REQUIRED

6 REQUIRED

6 REQUIRED

65 150

SEE SHEET No 67

FOR DETAILS

150 x 75 x 5 RHS RAILS

SEE SHEET No 66

FOR DETAILS

SEE SHEET No 66

FOR DETAILS


SEE SHEET No 66

FOR DETAILS

150 65 65 150 100 65

65 150 150 65 65 100 150 65

SEE SHEET No 66

FOR DETAILS


SEE SHEET No 67

FOR DETAILS

SEE SHEET No 66

FOR DETAILS


SEE SHEET No 66

FOR DETAILS

250

54 150

300

310

135135

75

MB8SL65

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RB_S

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1:5

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CAD No 8MBRB_SL.dgn

THIS D

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

TRAFFIC BARRIER RAILING - SHEET B

0 100 200 300mm

100 50

GENERAL NOTES

ACCORDANCE WITH AS 1214.

BOLTS NUTS AND WASHERS SHALL BE HOT DIP GALVANIZED IN

SPECIFICATION B241.

FABRICATION IN ACCORDANCE WITH ROADS AND MARITIME SERVICES

ALL STEEL COMPONENTS SHALL BE HOT DIP GALVANIZED AFTER

RENOVATED WITH TWO PACK ORGANIC ZINC-RICH PRIMER.

AFTER ASSEMBLY DAMAGED GALVANISED SURFACES SHALL BE

OF 1.5mm UNLESS SPECIFIED OTHERWISE.

EDGES TO BE PROTECTIVE TREATED SHALL BE ROUNDED TO A RADIUS

WITH ROADS AND MARITIME SERVICES SPECIFICATION B240.

SUPPLY OF BOLTS, NUTS AND WASHERS SHALL BE IN ACCORDANCE

STEEL WASHER SHALL CONFORM TO AS 1237.1 PRODUCT GRADE A.

OF THE RAILS.

THE LONGITUDINAL SEAM IN RHS MEMBERS SHALL BE ON THE UNDERSIDE

LOOSE FIT.

CONNECTORS TO BE TRIAL FITTED BEFORE GALVANIZING TO ENSURE

END OF RAIL.

SEAM WELD INSIDE RHS TO BE GROUND OFF FOR 250mm MINIMUM FROM

LUBRICATED AND NOT DIMPLED.

CONFORMING TO ISO 13000-1 GRADE 1 AND SHALL BE UNFILLED, NOT

PTFE SPACER SHALL BE 100% VIRGIN POLYTETRAFLUOROETHYLENE

FABRICATION.

RAILINGS AND CONNECTORS SHALL BE HOT-DIP GALVANIZED AFTER

WELDING SYMBOLS COMPLY WITH AS 1101.3.

SPECIFICATION B204.

REQUIREMENTS AS GIVEN IN ROADS AND MARITIME SERVICES

ALL WELDING SHALL CONFORM TO AS/NZS 1554.1 WITH ADDITIONAL

THE WELD CATEGORY SHALL BE SP IN ACCORDANCE WITH AS/NZS 1554.1

AS 5100.6.

FOR HIGH STRENGTH STEEL BOLTS SHALL BE 8.8/S IN ACCORDANCE WITH

BOLTING CATEGORY FOR HIGH STRENGTH STEEL CUP HEAD BOLTS AND

PROPERTY CLASS 8 TO AS/NZS 1252.

HIGH STRENGTH STEEL NUTS FOR STRUCTURAL BOLTING SHALL BE

THEM AS HIGH STRENGTH STEEL BOLTS.

AS/NZS 1252 AND SHALL BE MARKED DURING MANUFACTURE TO DESIGNATE

WITH MATERIAL AND MECHANICAL PROPERTIES IN ACCORDANCE WITH

HIGH STRENGTH STEEL CUP HEAD BOLTS SHALL BE PROPERTY CLASS 8.8

WITH AS/NZS 1390.

DIMENSIONS AND SHAPE FOR CUP HEAD BOLTS SHALL BE IN ACCORDANCE

MARITIME SERVICES QA SPECIFICATION B240.

ALL FASTENERS MUST CONFORM TO THE REQUIREMENTS OF ROADS AND

AS/NZS 1163-C350LO.

RECTANGULAR HOLLOW SECTIONS SHALL CONFORM TO

ALL STEEL PLATE SHALL CONFORM TO AS/NZS 3678-250.

SCALE OR AS SHOWN

8

-

8

-

SECTION 8

-

9

-

9

-

SECTION 9

-

90

POST SHALL BE PERPENDICULAR TO BASE PLATE

INSIDE ELEVATION

175 x 16 PL x 595 LONG

CUT FROM

150 x 75 x 5 SHS RAILS

TYP

OF POST

O

F P

OS

T

5

x 300 LONG

225 x 20 PL

BASE PLATE

15

595

40

R

75

225

75

630

225

17515

15

225

12055 50

15

135

135

300

15

3517515

90

15

300

15

120

TYP

C

C

SLOTTED HOLES TYP

4/�30 X 34 LONG

FOR M24 BOLTS TYP

WITH �26 HOLE AT CENTRE

4/60 x 4 PL x 60 WASHERS

34

30

20

35

0 100 200 300mm

100 50

0 100 200 300mm

100 50

64 REQUIRED

TO AS/NZS 1252

WITH THREAD LENGTH 100 PROPERTY CLASS 8.8

M24 x 380 LONG HIGH-STRENGTH BOLT FOR

PROPERTY CLASS 8

HIGH-STRENGTH STEEL

M24 NUT AND WASHER

64 REQUIRED

M24 ANCHOR BOLT ASSEMBLY

TO AS 1112.4

HEXAGON THIN NUT ISO 4035-M24-04

M24 ANCHOR BOLT ASSEMBLY

TO AS/NZS 1252

WITH THREAD LENGTH 100 PROPERTY CLASS 8.8

M24 x 320 LONG HIGH-STRENGTH BOLT FOR

PROPERTY CLASS 8

HIGH-STRENGTH STEEL

M24 NUT AND WASHER

TO AS 1112.4

HEXAGON THIN NUT ISO 4035-M24-04

WITH �26 HOLES AT CENTRE

60 x 4 PLATE x 60 WASHERS

WITH �26 HOLES AT CENTRE

60 x 4 PLATE x 60 WASHERS

MB8SL66

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K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

MO

DU

LA

R B

RID

GE\SIN

GLE L

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

TRAFFIC BARRIER RAILING - SHEET C

0 100 200 300mm

100 50

GENERAL NOTES


SCALE OR AS SHOWN

61

2

-

2

-

VIEW 2

-

4

-

4

-SECTION 3

-

3

-

3

-

670

51

5

-

5

-

7

-

7

-

SECTION 6

-

6

-

6

-

VIEW 5

-

==

1

-

1

-

VIEW 1

-

6515065

AT EXPANSION JOINT

40 GAP

R10 TYP

R10 TYP

8 PLATE x 520 LONG(TYP)

CUT AND BENT FROM

8 PLATE x 670 LONG(TYP)

CUT AND BENT FROM

PTFE SPACER

RAIL CONNECTOR ASSEMBLY AT RAIL CONNECTION

ASSEMBLY AT RAIL CONNECTION

JOINT DETAILS - TYPICAL JOINT

JOINT DETAILS - EXPANSION JOINT

PLAN

REQUIRED

RAIL CONNECTOR

PLAN

CUP HEAD BOLTS NOT SHOWN

ELEVATION

REQUIRED

ELEVATION

PLAN

RAIL CONNECTOR

150 x 75 x 5 RHS RAIL

CUP HEAD BOLTS NOT SHOWN

150 x 75 x 5 RHS RAIL

3 THICK

135

7510017010075

40

135

53 61

40 NOM GAP

65100 10065

150

75

1506565150

150

75

100150170150100

91

110

==

110

43 51 120

280

8

8

5208

8

OF EACH END OF RAIL

2/�22 HOLES IN BOTTOM FACE

OF EACH END OF RAIL

2/22 x 22 SQUARE HOLES IN TOP FACE

2/�40 HOLE

IN TOP AND BOTTOM FACE

4/�22 x 91 LONG SLOTTED HOLES

HOLES

4/�22 SLOTTED

HOLES

4/�22 SLOTTED

OF RAIL CONNECTOR

IN BOTTOM FACE

SLOTTED HOLES

4/�22 x 40 LONG

OF EACH END OF RAIL

2/�22 HOLES IN BOTTOM FACE

OF EACH END OF RAIL

2/22 x 22 SQUARE HOLES IN TOP FACE

PTFE SPACER 2/�40 HOLE

REGULAR 280 x 120 x 3

HOLES

RECTANGULAR

HOLES

SLOTTED

IN TOP FACE OF RAIL CONNECTOR

4/22 x 40 LONG RECTANGULAR HOLES

RAIL CONNECTOR



SECTION 4

-

0 20 40 60 80 100mm

1020

SECTION 7

-

0 20 40 60 80 100mm

1020

SQUARE COLLAR ON BOLT


CONNECTION

WASHER 4 ASSEMBLIES REQUIRED PER

HIGH STRENGTH STEEL NUT AND

HEAD BOLTS, THREAD LENGTH 60 WITH

M20 x 115 HIGH STRENGTH STEEL CUP

CONNECTION

WASHER 4 ASSEMBLIES REQUIRED PER

HIGH STRENGTH STEEL NUT AND

HEAD BOLTS, THREAD LENGTH 60 WITH

M20 x 115 HIGH STRENGTH STEEL CUP

PTFE SPACER �40 HOLE


8 THICK PLATE

1010

NOM. GAP

NOM. GAP50

20

400

110

150

75

DETAIL A

-

390 LONG (TYP)

FROM 8 PLATE

CUT AND BEND

8

43 51

102

110

8

10

R

MB8SL67

7/1

0/2

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K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

ent\

B1000_

MO

DU

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GS\8

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RD_S

L.d

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1:5

2:1

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CAD No 8MBRD_SL.dgn

THIS D

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FID

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TIA

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ND S

HA

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SE

D F

OR T

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PO

SE O

F T

HE N

OMIN

AT

ED P

ROJE

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

TRAFFIC BARRIER RAILING - SHEET D

0 100 200 300mm

100 50

GENERAL NOTES


SCALE OR AS SHOWN

10

-

10

-

12

-

12

-

13

-

13

-

VIEW 12

-

SECTION 13

-

14

-

14

-

20

10

20

20

20

20

10

20

20

10

10

11

-

11

-

10

8

A

-

6

SECTION 10

-

SECTION 11

-

22

3 THICK

PTFE SPACER

ASSEMBLY AT END CONNECTION

PLAN

150x75x5 RHS

150x75x5 RHS

ELEVATION

GUARDRAIL

THRIE BEAM

10 THICK PLATE

530

176

190

164

410

390

71108108123

249

161

35

88

TYP

8

35

540

520

176

190

154

10

60 80

10

151

51

22

51

249

6

340

120

9515095

540

150

100150140

820110

123 108 108 71

70

80

410

820

100150140

55

55

65

FACE OF RAIL

2/ 22 HOLES IN BOTTOM

TOP FACE OF RAIL.

2/22x22 SQUARE HOLES IN

2/ 40 HOLE



TYP

70

FACE(TYP)

IN TOP AND BOTTOM

SLOTTED HOLES

2/�22x70 LONG

TYP

70

100150140

TYP

70

TYP

70

FACE(TYP)

IN TOP AND BOTTOM

SLOTTED HOLES

2/�22x70 LONG

M16 BOLTS GRADE 8.8

6/�18 HOLES FOR

0 20 40 60 80 100mm

1020

SECTION 14

-

0 20 40 60 80 100mm

1020

2 ASSEMBLIES REQUIRED PER CONNECTION

STRENGTH STEEL NUT AND WASHER

BOLTS, THREAD LENGTH 60 WITH HIGH

M20 x 115 HIGH STRENGTH STEEL CUP HEAD


SEE DETAIL

EASE OF INSTALLATION.

GLUED TO RHS FOR

PTFE SPACER 2/ 40 HOLES


0 200 400 600 800

200 100

1 000mm

TYPICAL END CONNECTION AT APPROACHES

NOT USED

CONNECTOR (B006)

THRIE BEAM TERMINAL

TRAFFIC BARRIER

LOW PERFORMANCE

CONNECTION BRACKET WINGWALL

TOP OF ABUTMENT

AND POSTS

THRIE BEAM 501500535

834

800

MB8SL68

7/1

0/2

016

K:\

Bridge\Sta

ndards_2015\Sta

ndards in D

evelo

pm

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B1000_

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GS\8

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AR

SH

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1:5

2:1

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CAD No 8MBARSHAPE_SL.dgn

THIS D

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WIN

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ON

FID

EN

TIA

L A

ND S

HA

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Y B

E U

SE

D F

OR T

HE P

UR

PO

SE O

F T

HE N

OMIN

AT

ED P

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SHEET NoISSUE

BRIDGE No

No OF PLANS

REGISTRATION

DESIGN

DRAWING

PREPARED CHECKED

No SHEETS


ISSUE STATUS

www.rms.gov.au

PHONE (02) 8837-0811


PREPARED BY



D.G.C.


APPROVED FOR USE


SAssi

ADey

ADey


W Ariyaratne

07.10.2016

A

B

C

A

B

B

A

BC

D

B

AC

B

A

B

C

A

B

C

D E

E

A

B

C

D

A

B

E

B

C

D

B

A

D

A

B

D

BENDS

FITMENT

C

A

EB

BENDS

FITMENT

A

B

C

D

DA

BENDS

FITMENT

B

A

D

A

A

B

C

A

B

C

A

B

C

B

A

E

A

B C

D

BA

DC

E

B

A

B C

C

B

A

B

C D

A

A

D

C

B

A

B

C

D

B

C E

A

D

A

CB D

E

A

D

E

B

C

B

A

A

B

C

D

BA

BENDS

FITMENT

BENDS

FITMENT

B

A

A

B

A

A

175

175

C C

A

A C

A

C

D = OD

A = LAP

C C

STANDARD SHAPE

ROADS AND MARITIME SERVICES

STANDARD SHAPE


STANDARD SHAPE


STANDARD SHAPE


E

F

BENDS

FITMENT

BENDS

FITMENT

BAR SHAPES DIAGRAM

TC

Y

BENDS

FITMENT

HOOKS

AND

BENDS

FITMENT

HOOKS

AND

BENDS

FITMENT

D = INTERNAL DIA

SHAPE

BAR SHAPE CODE

BAR STRUCTURAL PROPERTIES

HOOK

AND

BENDS

FITMENT

CODE

HOOKS

FITMENT

XH

HOOKS

AND

BENDS

FITMENT

DZ

FZ

CZ

NON STANDARD

AZ

K

M

HOOKS

AND

BENDS

FITMENT

C

HZ

BENDS

FITMENT

BENDS

FITMENT

BAR SIZE IN MILLIMETRES

WIRES

OF THE MAIN

DIRECTION

'A' IS IN THE

T FOR INTERNAL PRECAST MODULE

E FOR EXTERNAL PRECAST MODULE

STRUCTURE ELEMENT DENOTATIONS USED FOR PRECAST MODULES ARE:

NUMBER OF BARS IN THE SET

SPACING ALONG LIMIT LINE

STRUCTURE ELEMENT DENOTATION

BAR NUMBER IN SEQUENCE

D FOR DECK

S FOR ABUTMENT SILL BEAMS

H FOR PIER HEADSTOCK

INCLUDING STITCH POUR

W FOR WINGWALLS

C FOR COLUMNS AT PIERS

F FOR FOOTING AT PIERS

RETAINING WALLS

R FOR ABUTMENT B


B FOR ABUTMENT B FOOTINGS


A FOR ABUTMENT A FOOTINGS

STRUCTURE ELEMENT DENOTATIONS USED ELSEWHERE ARE :

HT

R = EXT RADIUS

R

CT

F

VL

XT

RC

B

SH

D

A

AUSTRALIAN STANDARD

SHAPE

BENDS

FITMENT

SP

U

S

H

D = BEND DIA.

REINFORCEMENT NOTES

BAR MARKING LEGEND

HH VV

J

JJ

LL

V

L

LH

SHAPE

SHAPE

CODE

SHAPE

CODE

AUSTRALIAN STANDARD

SHAPE

SHAPE

CODE

SHAPE

CODE SHAPE

NON STANDARDAUSTRALIAN STANDARD

SHAPE SHAPECODE

G

N

P

BENDS

FITMENT

CODE

BENDS

FITMENT

E

W

SHAPE

CODE

SHAPE

CODE

Q

INFORMATION FOR PLACING

SHAPE

A1 10-N16-S-300EF

ON THE DRAWINGS IS AS FOLLOWS:

THE METHOD USED TO LABEL REINFORCEMENT

SECTION 5.13 OF AS 5100-BRIDGE DESIGN.

9 BAR BENDING AND HOOK DETAILS SHALL BE IN ACCORDANCE WITH

8 BARS OF DIAMETER GREATER THAN 24mm SHALL NOT BE REBENT.

NO DIMENSION SHOWN.

7 THE INCLUDED ANGLE OF ANY BEND SHALL BE A RIGHT ANGLE IF

FROM THE OUTSIDE FACES OF THE BARS AND ARE IN MILLIMETRES.

6 DIMENSIONS SHOWN ON BAR SHAPES DIAGRAMS ARE MEASURED

REINFORCING FABRIC (RECTANGULAR AND SQUARE), RESPECTIVELY.

5 WHERE SHOWN ON THE DRAWINGS, RL AND SL SHALL DENOTE WELDED

REINFORCING BARS EQUIVALENT TO GRADE R500L TO AS/NZS 4671.

4 WHERE SHOWN ON THE DRAWINGS, "W" SHALL DENOTE PLAIN ROUND

SHALL BE D500N TO AS/NZS 4671.

3 THE GRADE OF REINFORCEMENT, IF NOT STATED ON THE DRAWINGS,

AS/NZS 4671 FABRIC NUMBER.

2 BAR SIZE IS THE NOMINAL DIAMETER IN MILLIMETRES, OR THE

AS 1100.501.

1 AUSTRALIAN STANDARD BAR SHAPES ARE IN ACCORDANCE WITH

A1 10-N16-S-300EF APPROX

ONLY, THE FOLLOWING FORMAT SHALL BE USED:

WHERE THE BAR SPACING IS APPROXIMATE

KZ

NON STANDARDSHAPE

CODE SHAPE

BENDS

FITMENT

ELEVATION END VIEW

270

B

A

270

D

B

175

A

270

270A

B

C

B

A

D

COUNTRY BRIDGE SOLUTIONS · bridge engineering section prepared by country bridge solutions modular...

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