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6204430-ZA-0000 1

6204430

ISSUED FOR CONSTRUCTION

CIVIL AND STRUCTURAL DRAWINGS

INFRASTRUCTURE COOK ISLANDS

AVATIU PUNANGANUI MARKETBRIDGE REPLACEMENT

31st JULY 2019

ByBeca

Project No

Prepared for

Docu

ment

No.

Rev.Drawing No.

Drawing Plotted:

6204

430-

ZA-0

000.D

WG

30 Jul 2019 7:23 PM

SITE LOCATION PLAN

NEW BRIDGESITE LOCATION

DRAWING NO.

DRAWING LISTDRAWING TITLE

GENERAL

CIVIL

6204430-CA-1000 BRIDGE APPROACHES AND STREAM TIE-INS PLAN VIEW

STRUCTURAL6204430-SA-0001 GENERAL NOTES

6204430-ZA-0000 COVER SHEET AND DRAWING LIST

6204430-SA-0002 GENERAL NOTES - REINFORCED CONCRETE SHEET 1

6204430-SB-0102 GENERAL ARRANGEMENT - ELEVATION AND SECTIONS6204430-SB-0201 PILING SETOUT PLAN

6204430-CA-1001 BRIDGE APPROACHES LONG SECTIONS

6204430-CA-1003 STREAM TIE-INS CROSS SECTIONS6204430-CA-1002 BRIDGE APPROACHES CROSS SECTIONS

6204430-SB-0301 ABUTMENT CONCRETE GEOMETRY SHEET 1 OF 26204430-SB-0302 ABUTMENT CONCRETE GEOMETRY SHEET 2 OF 2

6204430-SB-0311 DECK SLAB AND ABUTMENT CONCRETE DETAILS SHEET 1 OF 36204430-SB-0312 DECK SLAB AND ABUTMENT CONCRETE DETAILS SHEET 2 OF 3

6204430-SB-0350 NOTES FOR PRECAST BRIDGE BEAMS6204430-SB-0351 PRECAST "U" BEAM DETAILS6204430-SB-0401 PEDESTRIAN BARRIER

6204430-SA-0003 GENERAL NOTES - REINFORCED CONCRETE SHEET 26204430-SB-0100 EXISTING SITE PLAN6204430-SB-0101 GENERAL ARRANGEMENT - PLAN

6204430-CA-100 WORKS OVERVIEW

6204430-SB-0801 CIVIL AND BACKFILL DETAILS6204430-SB-0901 PROPOSED CONSTRUCTION SEQUENCE

6204430-SB-0313 DECK SLAB AND ABUTMENT CONCRETE DETAILS SHEET 3 OF 3

a) PROJECT DETAIL REFERENCES

i)

b)

1XX-YYYY

AXX-YYYY

DETAIL1:25

AXX-YYYY

AXX-YYY

PROJECT SECTION REFERENCE

ii) PROJECT DETAIL REFERENCE

iii) PROJECT TITLE REFERENCE

REFERENCE BUBBLE EXPLANATION

TITLE UNIQUE IDENTIFIER- SECTIONS (NUMERIC, EG. 1, 2, 3, ETC)- DETAILS (ALPHABETICAL EG. A, B, C, ETC)

REFERENCE LOCATION, IDENTIFIER

(XX-YYYY)REFERENCE LOCATION, REFER TO DRAWING WHERE XX MAY BE: SA = GENERAL NOTESSB = BRIDGE SPECIFIC DRAWINGS

1. GENERAL NOTES

1.1 THE TERM 'OTHER PROJECT DRAWINGS' WHEN USED ON THE STRUCTURAL DRAWINGS SHALL BE TAKEN TOMEAN A REFERENCE TO THE DRAWINGS / DOCUMENTATION OF OTHER DISCIPLINES (E.G. ARCHITECTURAL,CIVIL SERVICES, URBAN DESIGN, ETC) AS APPROPRIATE TO THE PROJECT AND THE CONTEXT IN WHICH IT ISUSED.

1.2 THE STRUCTURAL DRAWINGS SHALL BE READ IN CONJUNCTION WITH THE STRUCTURAL SPECIFICATION ANDOTHER PROJECT DRAWINGS. ANY DISCREPANCIES SHALL BE REFERRED TO THE DESIGNER FOR RESOLUTIONPRIOR TO THE CONSTRUCTION OF WORK INCORPORATING ANY DISCREPANCY.

1.3 THE LOCATION, SIZE AND DETAILS OF ALL PENETRATIONS, RECESSES, SLEEVES, HOLES ETC IN STRUCTURALMEMBERS, MUST BE APPROVED BY THE DESIGNER PRIOR TO CONSTRUCTION COMMENCING UNLESS SHOWNON THE STRUCTURAL DRAWINGS. THESE ITEMS SHALL BE CAST-IN, FORMED, OR SHOP FABRICATED ANDSHALL NOT BE CUT OR CORED ON SITE UNLESS NOTED OTHERWISE ON THE PROJECT DRAWINGS ORAPPROVED BY THE DESIGNER.

1.4 SUBSTITUTION FOR OR AMENDMENT OF SPECIFIED DETAILS OR MATERIALS SHALL NOT BE CARRIED OUTWITHOUT APPROVAL OF THE DESIGNER.

1.5 THE STANDARDS LISTED ON THE STRUCTURAL DRAWINGS REFER TO THEIR LATEST ISSUE INCLUDINGAMENDMENTS THAT ARE CURRENT AT THE TIME OF PREPARING THE DRAWINGS.

2. STRUCTURAL DRAWINGS

2.1 THE STRUCTURAL DRAWINGS GENERALLY CONSIST OF THE FOLLOWING TYPES OF DRAWINGS ANDDETAILS:

a) GENERAL NOTES DRAWINGS:THESE DRAWINGS PROVIDE CLARIFICATIONS OF NEW ZEALAND DESIGN STANDARDS AND SET OUTINFORMATION PRESENTED ON THE STRUCTURAL DRAWINGS

b) PROJECT SPECIFIC DRAWINGS:THESE DRAWINGS ARE PROJECT SPECIFIC AND SET OUT INFORMATION SPECIFIC TO THE PROJECT.

3. DETAIL AND SECTION REFERENCE AND TITLE EXPLANATION

3.1 DETAILS AND SECTIONS ARE TYPICALLY REFERENCED ON THE STRUCTURAL DRAWINGS AS FOLLOWS:'PROJECT REFERENCES' REFERS TO PROJECT SPECIFIC DETAILS SPECIFIC TO THIS PROJECT ONLY.'STANDARD REFERENCES' REFER TO THE SERIES OF STANDARD DETAILS CONTAINED ON THE PROJECTSTANDARD DETAIL SHEETS.

4. SETOUT

4.1 UNLESS SETOUT INFORMATION IS SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS, REFER TO THE OTHERPROJECT DRAWINGS FOR ALL SETOUT INFORMATION (E.G. SET OUT OF GRIDS, LEVELS, SLOPES, OFFSETS,PENETRATIONS, ETC).

4.2 THE ORIENTATION OF STRUCTURAL MEMBERS SHALL BE AS NOTED / DEPICTED ON THE STRUCTURAL DRAWINGS.

4.3 CIVIL DRAWINGS SHOW FINISHED ROAD LEVEL TO TOP OF LEVELLING COURSE.

4.4 CO-ORDINATES ARE IN TERMS OF NZTM AND THE VERTICAL DATUM IS NZVD 2009.

5. DIMENSIONS

5.1 ANY DIMENSIONAL DISCREPANCIES SHALL BE REFERRED TO THE DESIGNER FOR RESOLUTION.

5.2 DO NOT SCALE THE PROJECT DRAWINGS.

5.3 ALL DIMENSIONS ARE IN MILLIMETRES UNLESS UNITS ARE NOTED OTHERWISE.

5.4 ALL DIMENSIONS SHALL BE VERIFIED WITH THE REQUIREMENTS OF THE OTHER PROJECT DRAWINGS PRIOR TOFABRICATION AND / OR CONSTRUCTION COMMENCING.

5.5 ALL DIMENSIONS TO EXISTING WORK SHALL BE VERIFIED BY SITE MEASUREMENT PRIOR TO FABRICATION AND /OR CONSTRUCTION COMMENCING.

6. FOUNDATIONS

6.1 PRIOR TO PLACING SITE CONCRETE THE CONSTRUCTOR SHALL REQUEST INSPECTION OF THE PREPAREDFOUNDATION TRENCH / BASE BY THE DESIGNER TO CONFIRM THAT THE BASE OF THE FOUNDATIONS ARELOCATED WITHIN THE ASSUMED FOUNDING SOILS.OVER EXCAVATION AND BACKFILLING WITH ENGINEERING FILL OR SITE CONCRETE MAY BE NECESSARY WHERESOFT SOIL / FILL IS ENCOUNTERED.

6.2 NO SERVICES SHALL BE ROUTED BELOW FOUNDATIONS UNLESS NOTED OR DETAILED ON THE STRUCTURALDRAWINGS. THE CONSTRUCTOR SHALL NOTIFY THE DESIGNER WHERE THE SERVICES DRAWINGS ARE INCONFLICT WITH THE STRUCTURAL REQUIREMENTS.

6.3 ALL FOUNDATIONS SHALL BE CONSTRUCTED ON SAND / 10MPa SITE CONCRETE. NOTE SLABS ON GRADE DO NOTREQUIRE CONCRETE BLINDING.

6.4 WHERE WALLS ARE LOCATED WITH FILL OR RETAINING SOIL ON ONE OR BOTH SIDES OF THE WALL, THECONSTRUCTOR IS TO NOTE THAT THE WALLS HAVE NOT BEEN DESIGNED TO ACCOMMODATE FORCES ORLOADING FROM LIGHT COMPACTION EQUIPMENT DURING BACKFILLING AND COMPACTION.ONLY LIGHTCOMPACTION EQUIPMENT LESS THAN 1000kg SHALL BE USED WITHIN 1.5m OF THE WALL FACE (2.0m FOR MSEWALLS). UNO, LAYER THICKNESS MAY REQUIRE REDUCTION TO ACHIEVE REQUIRED LEVELS OF COMPACTION.UNLESS IT HAS BEEN DEMONSTRATED THAT ADEQUATE STRENGTH HAS BEEN ACHIEVED, CONCRETE WALLELEMENTS SHOULD NOT BE LOADED UNTIL THEY HAVE ACHIEVED THEIR 28 DAY STRENGTH.

6.5 ALL FOOTINGS SHALL BE CONSTRUCTED AND BACKFILLED AS SOON AS POSSIBLE TO AVOID SOFTENING ORDRYING OUT OF THE SOIL BY EXPOSURE.

6.6 WATER INGRESS INTO EXCAVATIONS SHALL BE PREVENTED IN ACCORDANCE WITH SPECIFICATION CO203.

7. BEAMS

7.1 ALL BEAM CENTRE LINES ARE TO BE LOCATED ON GRID OR CENTRAL TO COLUMNS / PILES UNO.

7.2 THE CONSTRUCTOR IS RESPONSIBLE FOR ALL TEMPORARY WORKS DURING CONSTRUCTION. PROPPING OF ALLBEAMS NOTED UNDER SECTION 9.2 IS THE MINIMUM DESIGN CRITERIA AND ARE NOT INTENDED TO REPLACE THETEMPORARY WORKS AS DEEMED NECESSARY BY THE CONSTRUCTOR.

8. SERVICES PENETRATIONS AND SERVICES

8.1 SERVICES PENETRATIONS SHOWN ON THE STRUCTURAL DRAWINGS HAVE BEEN CO-ORDINATED WITH THESERVICES REQUIREMENTS. WHERE THE CONSTRUCTOR REQUIRES PENETRATIONS IN ADDITION TO THESE, THECONSTRUCTOR SHALL OBTAIN THE DESIGNER'S APPROVAL PRIOR TO PROCEEDING WITH THE INSTALLATION OFADDITIONAL PENETRATIONS.

9. TEMPORARY WORKS

9.1 UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS, ALL INFORMATION SHOWN ON THESTRUCTURAL DRAWINGS REFLECT DETAILS IN THEIR FINAL FORM AND LOCATION.THE INFORMATION PRESENTED REFLECTS THE DESIGN FOR THE PERMANENT WORKS ONLY AND DOES NOTNOT ALLOW FOR ANY STAGING OR CONSTRUCTION PROCEDURE OR TEMPORARY WORKS.

9.2 THE CONSTRUCTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY WORKS AND THIS INCLUDES THEDESIGNS, PROGRAMS AND METHODOLOGY NECESSARY FOR THE CONSTRUCTION AND ERECTION OF SUCHWORKS.

9.3 THE CONSTRUCTOR SHALL REFER TO THE STRUCTURAL DRAWINGS AND SPECIFICATION FOR ANY SPECIFICOR GENERAL REQUIREMENTS.

10. FORMWORK

10.1 DESIGN CERTIFICATION, CONSTRUCTION AND PERFORMANCE OF THE FORMWORK AND FALSE WORK IS THERESPONSIBILITY OF THE CONSTRUCTOR.

10.2 DESIGN AND CONSTRUCTION STRIPPING TIMES SHALL COMPLY WITH AS3610 AND AS3600 UNLESSOTHERWISE APPROVED BY THE DESIGNER.

10.3 DURING CONSTRUCTION, SUPPORT PROPPING WILL BE REQUIRED WHERE LOADS FROM STACKEDMATERIAL, FORMWORK AND OTHER SUPPORTED SLABS INDUCE LOADS IN A SLAB OR BEAM WHICH EXCEEDTHE DESIGN LOAD FOR STRENGTH OR SERVICEABILITY AT THAT AGE. ONCE THE NOMINATED 28 DAYSSTRENGTH HAS BEEN ATTAINED THESE LOADS SHALL NOT EXCEED THE DESIGN SUPERIMPOSED LOADS SETOUT IN THE GENERAL NOTES.

10.4 FORMWORK SHALL NOT BE DESIGNED TO RELY ON RESTRAINT OR SUPPORT FROM THE PERMANENTSTRUCTURE WITHOUT PRIOR APPROVAL FROM THE PROJECT DESIGNER.

11. SHOP DRAWING SUBMISSIONS

11.1 THE CONSTRUCTOR SHALL PRODUCE SHOP DRAWINGS OF ALL PREFABRICATED / PROPRIETARYCOMPONENTS FOR REVIEW BY THE DESIGNER PRIOR TO FABRICATION / CONSTRUCTION.

11.2 SHOP DRAWING REVIEW INDICATES ONLY THAT THE SUPPLIED INTERPRETATION OF THE DESIGN HAS BEENREVIEWED WITHOUT THE NEED FOR FURTHER MODIFICATION, OTHER THAN THE CORRECTIONS INDICATEDON THE DRAWINGS RETURNED.THIS DOES NOT RELIEVE THE CONSTRUCTOR OF THE RESPONSIBILITY FOR ENSURING THE CORRECTNESSOF THE DRAWINGS, SITE DIMENSIONS, THE CO-ORDINATION OF OTHER SERVICES AND TRADES, OR FORCOMPLIANCE WITH THE CONTRACT DOCUMENTS, REVIEWED AND RETURNED SHOP DRAWINGS DO NOTAUTHORISE DEPARTURES FROM THE CONTRACT DOCUMENTS UNLESS SPECIFICALLY NOTED.

11.3 THE CONSTRUCTOR SHALL BE RESPONSIBLE FOR THE ACCURACY OF ALL SHOP DRAWINGS AND DETAILS.FOR SUBMISSION REQUIREMENTS REFER SPECIFICATION.

YYYY = SHEET NUMBER (FIRST DIGIT RELATING TO THE BRIDGE/CULVERT NUMBER)- = SELF REFERENCING (SAME SHEET)

No. AppdRevision By Chk Date

Drawing Originator:

DO NOT SCALE

* Refer to Revision 1 for Original Signature

Scale (A1)

Scale (A3)Reduced

Dwg Check

Dsg Verifier

Drawn

Original DesignConstruction*

Date

Approved For Client: Project:

IF IN DOUBT ASK.

Title:

Drawing No.

Discipline

Docu

ment

No.

Rev.

Drawing Plotted: 30 Jul 2019 7:15 PM

6204

430-

SA-0

001.D

WG

FOR CONSTRUCTION

ISSUED FOR CONSTRUCTION1ISSUED FOR CONSTRUCTION0

31/07/19GBBJFARK06/06/19GBBJFARK

NTS

NTSB. FLYNNL. CHEN

02/06/19SCN. KHURANA

05/06/19

G.Brown03/06/1903/06/19

01/06/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET GENERAL NOTES STRUCTURAL

6204430-SA-0001 1

CONCRETE SURFACE FINISHES6.

4.

SURFACE FINISHES SHALL BE AS FOLLOWS (REFER NZS 3114 FOR DEFINITIONS) :UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS OR SHOWN ON OTHER PROJECT DRAWINGS,

NZS 3109. ALL CONCRETE SUPPLY AND PRODUCTION SHALL BE IN ACCORDANCE WITH NZS 3104.CONCRETE GRADES ARE SPECIFIED AS '28 DAY SPECIFIED COMPRESSIVE STRENGTHS' AS DEFINED IN

CONCRETE GRADES, SUPPLY AND PRODUCTIONREINFORCED CONCRETE NOTES.

5. REINFORCEMENT CLASS, MANUFACTURING PROCESS AND RESTRICTIONS

5.1

5.2 ALL GRADE 500 REINFORCEMENT SHALL BE MANUFACTURED USING THE MICROALLOY (MA) PROCESS,UNLESS SPECIFICALLY APPROVED OTHERWISE BY THE DESIGNER. GRADE 500 MA REINFORCEMENT

ALL REINFORCEMENT SHALL BE GRADE 500E TO AS/NZS 4671.

8.2

LAYERS OF BEAM REINFORCEMENT SHALL BE SEPARATED WITH R32 BARS AT 1500mm CENTRES.

CARRIED OUT AS SHOWN ON THE STRUCTURAL DRAWINGS OR AS SPECIFICALLY APPROVED BY THE8.5 SPLICING OF REINFORCEMENT, WHETHER BY LAPPING, WELDING OR MECHANICAL SPLICE, SHALL ONLY BE

PLACEMENT OF REINFORCEMENT8.

DRAWINGS, THE WELDING SHALL USE APPROVED QUALIFIED WELDING PROCEDURES AND BE CARRIED OUT WHERE THE WELDING OF REINFORCEMENT HAS BEEN APPROVED OR IS DETAILED ON THE STRUCTURAL9.3

9.5

9.1

WELDING OF REINFORCEMENT

ALL WELDING OF REINFORCEMENT SHALL BE CATEGORY SP WELDS.

9.

9.6 WELDS SHALL NOT BE LOCATED CLOSER THAN 3 BAR DIAMETERS FROM THE START OF A BEND OR ANY

WELDING OF REINFORCEMENT (INCLUDING TACK WELDING) SHALL ONLY BE CARRIED OUT WITH THE EXPRESS APPROVAL OF THE DESIGNER.

CONSTRUCTION JOINTS10.

ALL CONSTRUCTION JOINTS SHALL BE TYPE 'B' CONSTRUCTION JOINTS PREPARED IN ACCORDANCE WITH

10.2 WHERE THE LOCATION OF JOINTS ARE NOT SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS, JOINTS WITHIN SLABS ON GRADE, TOPPINGS, EXPOSED SURFACES ETC, SHALL BE COORDINATED WITH

1.FOR GENERAL NOTES REFER TO SHEET PP2O-DR-SA-0001.1.1

1.2

- SHOP DRAWING SUBMISSION REQUIREMENTS

- QUALITY ASSURANCE, INSPECTION AND TESTING REQUIREMENTS

- REQUIREMENTS FOR THE MANUFACTURE, FABRICATION AND PLACEMENT OF REINFORCEMENT- CONCRETE PLACING, FINISHING AND CURING REQUIREMENTS

- REQUIREMENTS FOR THE SUPPORT OF CONSTRUCTION WORK FROM OTHER PERMANENT WORKS

ARE INCLUDED IN THE SPECIFICATION FOR CONCRETE WORK WHERE APPLICABLE.

GENERAL

NOTE THAT :

- CONCRETE SUPPLY AND PRODUCTION REQUIREMENTS

- REQUIREMENTS FOR PROPRIETARY PRECAST CONCRETE ELEMENTS

a)

2.

2.1 IN ADDITION TO THE STANDARD AND TYPICAL CONCRETE DRAWINGS AND THE SPECIFICATIONREQUIREMENTS, ALL CONCRETE WORK DESCRIBED ON THE STRUCTURAL DRAWINGS SHALL BE

SCOPE

3.1

STANDARD 90° HOOK - PLAN

STANDARD 90° HOOK - ELEVATION

STANDARD 180° (SEMI-CIRCULAR) HOOK - ELEVATION

STANDARD 180° (SEMI-CIRCULAR) HOOK - PLAN

TYPICAL HOOK REPRESENTATIONc)

3. REINFORCEMENT NOTATION AND DESIGNATION EXPLANATION

REINFORCEMENT IS GENERALLY REPRESENTED ON THE STRUCTURAL DRAWINGS AS FOLLOWS :

TYPICAL LAP SPLICE REPRESENTATIONd)

SIDE BY SIDE LAP SPLICE

IN PLANE LAP SPLICECRANKED LAP SPLICE

TYPICAL LAYERING AND EXTENT REPRESENTATIONe)

DH 16 - 300 B1

TYPICAL REINFORCING REFERENCE (REFER 3.1 a) i)

REINFORCING LAYER POSITION RELATIVE TO THE

REQUIRED EXTENT / DISTRIBUTION OF REFERENCED

DH 12 - 150 T1

DH 12 - 150 B2

DH 12 - 150 T2

FURTHEST REINFORCING LAYERS SHOWN DASHED

NEAREST REINFORCING LAYERS SHOWN CONTINUOUS

D - GRADE 300 DEFORMED REINFORCING BARSDH - GRADE 500 DEFORMED REINFORCING BARSR - GRADE 300 PLAIN REINFORCING BARSRH - GRADE 500 PLAIN REINFORCING BARSRB - GRADE 500 'REIDBAR' REINFORCING BARS

4 - DH 16 - 400 EW

REINFORCING BAR SPACING / CENTRES (AS REQUIRED)

REINFORCING BAR DIAMETER

REINFORCEMENT GRADE AND PLAIN / DEFORMED DESIGNATION

NUMBER OF REINFORCING BARS (AS REQUIRED)

TYPICAL MAIN BAR REINFORCEMENT REFERENCE

ADDITIONAL REINFORCEMENT PLACEMENT, LAYERING AND EXTENT NOTES

REFERENCED FACE OF THE MEMBER (E.G. LAYER '1' = THEFIRST OR CLOSEST REINFORCEMENT LAYER TO THEREFERENCED FACE, LAYER '2' = THE SECOND LAYER, ETC)

(TYPICALLY BOTTOM OR FAR FACE LAYERS)

(TYPICALLY TOP OR NEAR FACE LAYERS)

REINFORCEMENT

- REQUIREMENTS FOR SLABS POURED ON GRADE- REQUIREMENTS FOR THE GROUTING OF BOLTS AND STARTER BARS

- ADDITIONAL TOLERANCES

- PRECAST CONCRETE FABRICATION AND ERECTION REQUIREMENTS

- SITE MIXED CONCRETE REQUIREMENTS

- REQUIREMENTS FOR SUSPENDED CONCRETE STRUCTURES

- PROJECT SPECIFIC REQUIREMENTS

- REQUIREMENTS FOR SPECIALIST FINISHES OR COATINGS- REQUIREMENTS FOR THE REPAIR OF DEFECTIVE CONCRETE

(CRANKED OR SIDE BY SIDE)

CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF NZS 3101 AND NZS 3109 (INCLUDING ANY

NOTE THAT IN SOME CASES THE REQUIREMENTS OF THE SPECIFICATION AND STRUCTURAL DRAWINGS MAYEXCEED THE MINIMUM REQUIREMENTS FOR CONCRETE CONSTRUCTION DOCUMENTED IN THE NZS 3101AND NZS 3109 STANDARDS. IN THESE CASES THE REQUIREMENTS OF THE SPECIFICATION AND STRUCTURALDRAWINGS SHALL TAKE PRECEDENCE OVER THE PROVISION OF THE STANDARDS.

- REQUIREMENTS FOR PRESTRESSED AND POST-TENSIONED CONCRETE ELEMENTS

2.2 NO CONCRETE SHALL BE PLACED UNTIL THE DESIGNER HAS HAD THE OPPORTUNITY TO OBSERVE THATTHE DRAWINGS AND SPECIFICATIONS HAVE BEEN COMPLIED WITH.

4.1

6.1

(E.G. TOP SURFACE OF SLABS, ETC) SHALL BE AS NOTED IN TABLE A.THE MINIMUM CONCRETE COVER FOR FORMED (E.G. CAST AGAINST FORMWORK) OR FREE SURFACES

CONCRETE COVER TO REINFORCEMENT FOR DURABILITY AND FIRE PROTECTION7.

ETC WHERE APPLICABLE.THE MINIMUM CONCRETE COVER SHALL BE MEASURED TO THE EDGE OF CHAMFERS, RECESSES, REBATES,

7.1

a)

NO REINFORCEMENT OR WIRE TIES SHALL PROJECT INTO THE MINIMUM CONCRETE COVER THICKNESS.

SHALL BE 75mm. THE MINIMUM CONCRETE COVER FOR CONCRETE CAST DIRECTLY ON OR AGAINST THE GROUND

7.2

UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, MINIMUM CONCRETE COVERS SHALL BE ASFOLLOWS :

b)

7.3

UTILISING RIGID FORMWORK AND INTENSE COMPACTION, REMOTE FROM FINAL LOCATION.PRECAST IN THE CONTEXT OF THIS TABLE MEANS CONCRETE CAST UNDER PLANT CONTROLLED CONDITIONS,

UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, CONCRETE SHALL BE AS SHOWN BELOW IN TABLE A.

SHALL NOT BE STRAIGHTENED OR REBENT WITHOUT FOLLOWING A REBENDING PROCEDURE APPROVEDBY THE ENGINEER.

ALL REINFORCEMENT SHALL BE ADEQUATELY SECURED AGAINST DISPLACEMENT AT INTERSECTIONS BYTHE USE OF ANNEALED IRON WIRE TIES WITH A DIAMETER OF GREATER THAN 1.25mm, OR BY APPROVED

8.3 SUPPORTS SHALL BE USED TO MAINTAIN THE CORRECT POSITION OF REINFORCEMENT DURING THE PLACEMENT AND COMPACTION OF CONCRETE. THE NUMBER OF RIGID SUPPORTS SHALL NOT BE LESS THAN:

a) SLAB REINFORCEMENTb) BEAM AND COLUMN REINFORCEMENTc) WALL REINFORCEMENT

- TWO SUPPORTS PER SQUARE METRE- ONE LINE OF SUPPORT PER METRE LENGTH- ONE SUPPORT FOR EVERY TWO SQUARE METRES

8.4

REQUIRED, BUT NOT THROUGH SLAB JOINTS.8.6 WELDED WIRE MESH AND REINFORCEMENT IN SLABS ON GRADE AND IN TOPPINGS SHALL BE SPLICED AS

8.1 REINFORCEMENT SHALL BE CLEAN AND FREE FROM MUD, LOOSE RUST / MILL SCALE, CONCRETE LAITANCE,SALT SPRAY, OIL ETC AT THE TIME CONCRETE IS PLACED.

BY SUITABLY QUALIFIED WELDERS. ALL DETAILS OF THE WELDING SHALL BE IN ACCORDANCE WITH THE

10.1

PORTION OF A BAR WHICH HAS BEEN BENT AND SUBSEQUENTLY RE-STRAIGHTENED.

NZS 3109. METHODS WHICH AVOID SCABBLING ARE PREFERRED FOR INTENTIONALLY ROUGHENING THECONCRETE SURFACE AT CONSTRUCTION JOINTS.

THE DESIGNER. THIS REQUIREMENT SHALL DETERMINE ANY EFFECT ON THEAS BUILT STRUCTURE (SUCH AS THE REQUIREMENT FOR LATE POUR STRIPS, ETC), AND ANYARCHITECTURAL RESTRICTIONS (SUCH AS REFLECTIVE CRACKING IN FLOOR FINISHES AT JOINT LOCATIONS, AESTHETICS OF EXPOSED JOINTS, ETC).

4.2

5.3 THE REPLACEMENT OF REINFORCEMENT WHICH HAS BEEN DETAILED ON THE STRUCTURAL DRAWINGS WITH AN EQUIVALENT STRENGTH WELDED WIRE MESH OR WITH AN EQUIVALENT STRENGTH OF

CLIPS.

REFERENCED STANDARDS).

9.2 NO WELDING OF EARTHING OR LIGHTING PROTECTION TO STRUCTURAL REINFORCEMENT SHALL BEPERMITTED WITHOUT THE APPROVAL OF THE DESIGNER.

b)

6 - R 10 - 4 - 200

STIRRUP / TIE SET SPACING / CENTRES (AS REQUIRED)

REINFORCING BAR DIAMETER

REINFORCEMENT GRADE AND PLAIN / DEFORMED DESIGNATION (REFER ABOVE)

TYPICAL STIRRUP AND TIE REINFORCEMENT REFERENCE

OR THE TOTAL NUMBER OF STIRRUPS AND TIES MAKING UP AN INDIVIDUAL(OPTIONAL) NUMBER OF VERTICAL STIRRUP AND TIE LEGS (BEAMS TYPICALLY),

ENGINEER.

REINFORCEMENT BARS OF A DIFFERENT GRADE SHALL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES.

REQUIREMENTS OF AS/NZS 1554.3.

STIRRUP SET (COLUMNS TYPICALLY)

DOUBLE WELDED LAP SPLICE:

1

MIN WELD THROAT THICKNESS= 0.4 x SMALLER BAR DIA

9.4 THE MINIMUM WELD SIZE (THROAT THICKNESS), FINISHED WELD WIDTH AND WELD LENGTH FOR SINGLEAND DOUBLE SIDED WELDED LAP SPLICES SUITABLE FOR THE SPLICING OF STIRRUPS AND SPIRALS

SINGLE WELDED LAP SPLICE:

(WHERE DETAILED ON THE STRUCTURAL DRAWINGS) SHALL BE AS FOLLOWS:

a)

MIN FINISHED WELD WIDTH= 0.50 x SMALLER BAR DIA

1

MIN WELD THROAT THICKNESS= 0.4 x SMALLER BAR DIA

MIN FINISHED WELD WIDTH= 0.50 x SMALLER BAR DIA

b)

MIN 1 BAR DIAEXTENSION

EACH SIDE TYP

5 BAR DIAEFFECTIVE

WELD LENGTH

MIN 1 BAR DIAEXTENSION

THIS SIDE TYP

10 BAR DIAEFFECTIVE

WELD LENGTH

NUMBER OF SETS (AS REQUIRED)

(AS REQUIRED)

7.4

STANDARD 135° STIRRUP AND TIE HOOK

45°

OR LESS

REINFORCEMENT GRADE BAR DIAMETERMINIMUM BEND DIAMETER

DEFORMED = 6 db

PLAIN = 8 db

UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS THE BENDS FOR STIRRUPS & TIES SHALL11.5

6 BAR DIAMETERS

5 BAR DIAMETERS

25 TO 32

6 TO 20

MINIMUM BEND DIAMETERBAR DIAMETERREINFORCEMENT GRADE

STANDARD 180° (SEMI-CIRCULAR) HOOKSTANDARD 90° HOOK

65 MINOR 4 db

BENDDIAMETER

BENDDIAMETER

DEFO

RMED

= 12

dbPL

AIN

= 16

db

UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS BENDS FOR ALL BARS EXCEPT STIRRUPS11.4

BENDING OF REINFORCEMENT

UNLESS NOTED OTHERWISE ALL HOOKS ON STIRRUPS,TIES AND SPIRALS MUST BE ANCHORED AND FIT CLOSELY AROUND MAIN BARS, THE DIAMETER OF THE BAR BEND SHALL

20 TO 32

6 TO 16 5 BAR DIAMETERS

8 BAR DIAMETERS

6 BAR DIAMETERS3 BAR DIAMETERS25 TO 32

20 TO 32

6 TO 16GALVANISED BEFOREOR AFTER BENDING

GRADE 300 & 500

4 BAR DIAMETERS

8 BAR DIAMETERS

5 BAR DIAMETERS

6 TO 20GRADE 300 & 500

11.2THE STRUCTURAL DRAWINGS OR SPECIFICALLY APPROVED BY THE ENGINEER.REINFORCING BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE SITE BENT UNLESS SHOWN ON

2 BAR DIAMETERS

2 BAR DIAMETERS

3 BAR DIAMETERS

PLAIN BARS DEFORMED BARS

TABLE B. STANDARD BAR BENDS - MAIN BARS

TABLE C. STANDARD BAR BENDS - TIES & STIRRUPS

BEND

DIAMETER

GALVANISED BEFOREOR AFTER BENDING

GRADE 300 & 500

GRADE 300 & 500

& TIES SHALL BE AS SHOWN BELOW AND IN TABLE B.

BE AS SHOWN BELOW AND IN TABLE C.

BE EQUAL TO THAT OF THE ENCLOSED BAR, BUT NOT LESS THAN THE VALUES IN TABLE C.

11.3OR TO AID CONSTRUCTION SEQUENCING ETC, THE BARS SHALL BE INITIALLY BENT TO A MINIMUM BENDWHERE REINFORCING BARS ARE REQUIRED TO BE BENT AND RE-STRAIGHTENED FOR TRANSPORTATION

11.

DIAMETER OF TWICE THAT NOTED IN TABLE B, USING BENDING TOOLS, WITH THE START OF THE BEND

11.1DIAMETER TO GUARD AGAINST NOTCHING OF BARS.ALL REINFORCING BARS SHALL BE COLD BENT USING PROPER BENDING TOOLS OF THE CORRECT

BEING A MINIMUM OF 3 BAR DIAMETERS FROM THE MEMBER FACE.

B1

EXPOSURE

TABLE A. CONCRETE GRADE MIX REFERENCE AND REINFORCEMENT COVERS

CLASSIFICATIONCONCRETE

GRADE

40 MPa

STRUCTURAL ELEMENT MIN. REQUIREDCOVER

50 mm PRECAST BEAMS

SUPERSTRUCTURE TOPPING SLAB

SETTLEMENT SLABS

B1

B1

40 MPa

40 MPa

50 mm

50 mm

MIXREFERENCE

D

D

20mm CHAMFERS SHALL BE PROVIDED ON ALL FORMED CORNERS UNLESS NOTED OTHERWISE.6.2e)

UNFORMED INTERIOR SLAB FINISHES - U3UNFORMED EXTERIOR SLAB FINISHES

d)- F5

c)- F3

b)PANELS, SLAB EDGES, BARRIER AND FASCIA PANEL ETC. WHICH WILL BE CONCEALED

- F1a)

PANELS, SLAB EDGES, BARRIER AND FASCIA PANEL ETC. WHICH WILL BE EXPOSED FORMED SURFACES OF BEAMS, COLUMNS, WALLS,

FORMED SURFACES OF BEAMS, COLUMNS, WALLS, FORMED FOUNDATION SURFACES

- U5

ABUTMENTS, WINGWALLS B1 40 MPa 50 mm D

E


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6204

430-

SA-0

002.D

WG

FOR CONSTRUCTION



NTS

NTSB. FLYNNL. CHEN


05/06/19

G.Brown03/06/1903/06/19

01/06/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET

REINFORCED CONCRETE SHEET 1 GENERAL NOTES STRUCTURAL

6204430-SA-0002 1

12db MIN LENGTH CRANK WITH18db MIN BEND DIAMETER

LAP SPLICE LENGTHREFER TABLE D

ALL BEAM AND COLUMN MAIN REINFORCEMENT SHALL BE LAPPED WITH CRANKED LAP SPLICES AS

STANDARD 180° (SEMI-CIRCULAR) HOOKSTANDARD 90° HOOK

ANCHORAGELENGTH

ANCHORAGELENGTH

UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS THE MINIMUM ANCHORAGE LENGTH FOR

REINFORCEMENT ANCHORAGE WITH STANDARD HOOKS13.

HOOKS PAST THE CRITICAL SECTION (SHOWN CS) SHALL BE AS SHOWN BELOW AND IN TABLE E.

ANCHORAGE LENGTHREFER TABLE D

LAP SPLICE LENGTHREFER TABLE D

TABLE E. STANDARD REINFORCEMENT ANCHORAGE (WITH HOOKS)

300

650

250

525

200

425

150

275

125

250

175

350

425325275200175 225

475375325200175 275

DEFORMED / PLAIN BAR DIAMETER

10 12 16 20 25 32

350

750

275

600

225

500

150

325

150

275

200

400

475375325200175 250

REINFORCEMENTGRADE

GRADE 300

550425350225200 30030 & 35 MPa

CONCRETE40 & 45 MPa

CONCRETEGRADE

HOOKTYPE

TYPE H1 HOOK

TYPE H2 HOOK

CONCRETE

GRADE

GRADE 500

GRADE 300

GRADE 500

GRADE

UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS THE MINIMUM ANCHORAGE LENGTH FOR STRAIGHT ANCHORAGES PAST THE CRITICAL SECTION (SHOWN CS) SHALL BE AS SHOWN BELOW AND

13.1

12.1

CS CS

WHERE THE CLEAR SPACING BETWEEN THE BARS

UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS THE MINIMUM LAP SPLICE LENGTH FOR CRANKED AND SIDE BY SIDE LAPS SHALL BE AS SHOWN BELOW AND IN TABLE D.

12.2

a)FOLLOWS.

IN TABLE D.

ALL OTHER REINFORCEMENT SHALL BE LAPPED WITH SIDE BY SIDE LAP SPLICES AS FOLLOWS. b)

EXCEEDS 3 BAR DIAMETERS IN A NON-CONTACT LAP,THEN THE LAP SPLICE LENGTH FROM TABLE D SHALLBE INCREASED BY A MINIMUM OF 1.5 x THE BAR SPACING.

CS

TYPE H1 HOOK

TYPE H2 HOOK

TYPE H1 HOOK

TYPE H2 HOOK

TYPE H1 HOOK

TYPE H2 HOOK

TABLE D. STANDARD REINFORCEMENT ANCHORAGE LAP LENGTHS

OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE BARFOR TOP REINFORCEMENT WHERE MORE THAN 300mm

FOR ALL OTHER SITUATIONS

800

1700

650

1325

525

1075

325

675

300

575

425

875

1050825675425350 550

13251050850525450 675

DEFORMED BAR DIAMETER

10 12 16 20 25 32

925

1950

725

1525

600

1250

375

775

325

650

500

1000

1200950775475400 625

REINFORCEMENTGRADE

GRADE 300

15251200975600500 775

30 & 35 MPa

CONCRETE40 & 45 MPa

CONCRETE

TYPE L1 LAP

TYPE L2 LAP

CONCRETEGRADE 500

GRADE 300

GRADE 500

TYPE L1 LAP

TYPE L2 LAP

TYPE L1 LAP

TYPE L2 LAP

TYPE L1 LAP

TYPE L2 LAP

LAPTYPE

TYPE L1 LAP

TYPE L2 LAP

TYPE H1 HOOKGREATER THAN OR EQUAL TO 60mm, AND WITH END COVER TOFOR SIDE COVER NORMAL TO THE PLANE OF THE HOOK OF

THE HOOK EXTENSION OF GREATER THAN OR EQUAL TO 40mm

FOR ALL OTHER SITUATIONSTYPE H2 HOOK

GRADE

GRADE

14. ABBREVIATIONS

ADDNL

APPROX

B

BM

BT

ADDITIONAL

APPROXIMATE / APPROXIMATELY

BOTTOM

BEAM

TEE BEAM CUT FROM UB

ALT ALTERNATE

BLDG BUILDING

BP STELTECH WELDED BEARING PILES

C

CAR

CHS

CL

CONC

CONT

CRS

CVR

CWC

CENTRAL

COVER ALL ROUND

CIRCULAR HOLLOW SECTION

CENTRE LINE

CONCRETE

CONTINUOUS

CENTRES

COVER

CUSTOM WELDED COLUMN

c/c CENTRE TO CENTRE

CB CONCRETE BLOCK

CJ CONSTRUCTION JOINT

COL COLUMN

CONN CONNECTION

COS CHECK ON SITE

CT TEE BEAM CUT FROM UC

CWB CUSTOM WELDED BEAM

D

DET

DHS

DIAG

DIST

DP

DRG

GRADE 300 DEFORMED REINFORCING BAR

DETAIL

DIMOND HI-SPAN PURLINS

DIAGONAL

DISTANCE

DOWN PIPE

DRAWING

db BAR DIAMETER

DH GRADE 500 DEFORMED REINFORCING BAR

DIA DIAMETER

DIM DIMENSION

DOS DETERMINE ON SITE

DPM DAMP PROOF MEMBRANE

EA

ECC

EL or ELEV

EX

EQUAL ANGLE

ECCENTRIC, ECCENTRICITY

ELEVATION

OUT OF

EB STELTECH EQUIVALENT WELDED BEAM

EF EACH FACE

EW EACH WAY

EXTG or (E) EXISTING

FB

FF

FIG

FLG

FRR

FW

FLYBRACE

FAR FACE

FIGURE

FLANGE

FIRE RESISTANCE RATING

FILLET WELD

FDN FOUNDATION

FFL FINISHED FLOOR LEVEL

FL FLAT

FRC FIBRE REINFORCED CONCRETE

FSBW FULL STRENGTH BUTT WELD

FWAR FILLET WELD ALL ROUND

GAGL

GAUGEGROUND LEVEL

GR GRADE

H.D. BOLT

HB

HCBC

HORIZ or (H)

HOLDING DOWN BOLT

STELTECH HEAVY WELDED BEAM

STELTECH HIGH CAPACITY BEAM-COLUMN

HORIZONTAL

HST STEEL & TUBE HIGH STRENGTH PURLIN

H.D. GALV

HCB

HCC

HP

HOT DIP GALVANISED

STELTECH HIGH CAPACITY BEAM

STELTECH HIGH CAPACITY COLUMN

STELTECH WELDED 'H' PILES

IDIL

INSIDE DIAMETERINVERT LEVEL

IP INTERSECTION POINT

LAR

Ld

LL

LAP AT RANDOM

DEVELOPMENT LENGTH

LIVE LOAD

LB

LG

STELTECH LIGHT WELDED BEAM

LONG

MAX

MS

MAXIMUM

MILD STEELMIN

MSE

MINIMUM

MECHANICALLY STABILISED EARTH

(N)

NA or N/A

NDT

NOM

NTS

NEW

NOT APPLICABLE

NON DESTRUCTIVE TESTING

NOMINAL

NOT TO SCALE

N.B.

NB

NF

No.

NOMINAL BORE

STELTECH NARROW WELDED BEAM

NEAR FACE

NUMBER OF

O/A

OD

OVERALL

OUTSIDE DIAMETERO/H

OPP

OVERHEAD

OPPOSITE

PB

PCD

PL

STELTECH PERIMETER WELDED BEAM

PITCH CIRCLE DIAMETER

PLATE

PC

PFC

PSC

PRECAST CONCRETE

PARALLEL FLANGE CHANNEL

PRESTRESSED CONCRETE

R.A.D.

R

RCREF

RH

RL

RSC

REFER ARCHITECTS DRAWINGS

GRADE 300 PLAIN REINFORCING BAR

REINFORCED CONCRETEREFER, REFERENCE

GRADE 500 PLAIN REINFORCING BAR

REDUCED LEVEL

ROLLED STEEL CHANNEL

RAD

RB

REINF

RHS

RSA

RT

RADIUS

GRADE 500 'REIDBAR' REINFORCING BAR

REINFORCEMENT / REINFORCING

RECTANGULAR HOLLOW SECTION

ROLLED STEEL ANGLE

BHP RAILS

S/S

SC

SECT

SIM

SQ

STD

STIFF

SYMM

STAINLESS STEEL

STELTECH STANDARD WELDED COLUMN

SECTION

SIMILAR

SQUARE

STANDARD

STIFFENER

SYMMETRICAL

SB

SDL

SHS

SJ

STA

STG

STRP(S)

STELTECH STANDARD WELDED BEAM

SUPER-IMPOSED DEAD LOAD

SQUARE HOLLOW SECTION

SAW CUT JOINT

STARTER

STAGGER

STIRRUP(S)

T.O.C

T.O.R.C

TFB

THK

TYP

TOP

TOP OF CONCRETE

TOP OF ROUGH CONCRETE

TAPER FLANGE BEAM

THICK

TYPICAL

TT.O.

T.O.G

T.O.S

TFC

TOP OF

TOP OF GRATING

TOP OF STEEL

TAPER FLANGE CHANNEL

TRM TRIMMER

U/G

UA

UBP

UNO

UNDER GROUND

UNEQUAL ANGLE

UNIVERSAL BEARING PILES

UNLESS NOTED OTHERWISE

U/S

UB

UC

UNDERSIDE

UNIVERSAL BEAM

UNIVERSAL COLUMN

VERT or (V) VERTICAL

WBWC

BHP WELDED BEAMBHP WELDED COLUMN

WS STELTECH WIDE SECTIONS

DL DEAD LOAD

ULS ULTIMATE LIMIT STATE

SLS SERVICEABILITY LIMIT STATE

QT QUENCHED & TEMPERED REINFORCEMENT

MA MICROALLOYED REINFORCEMENT

ARCH ARCHITECT / ARCHITECTURAL

SLL STRUCTURAL SLAB LEVEL

GP GENERAL PURPOSE CATEGORY WELD

SP STRUCTURAL PURPOSE CATEGORY WELDS.O.P. SET OUT POINT

M## METRIC BOLT(## = BOLT DIAMETER)

1000

2100

1300

1650

40

1150

2450

1500

1900

NCF NO CHAMFER OR FILLET

REINFORCED CONCRETE NOTES, CONT.

REINFORCEMENT ANCHORAGE AND LAP SPLICES WITH DEFORMED STRAIGHT BARS12.

CH CHAINAGE


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6204

430-

SA-0

003.D

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FOR CONSTRUCTION



NTS

NTSB. FLYNNL. CHEN


05/06/19

G.Brown03/06/1903/06/19

01/06/19


REINFORCED CONCRETE SHEET 2 GENERAL NOTES STRUCTURAL

6204430-SA-0003 1

NOTES:1. REFERENCES

1.1 REFER TO SA-0001 - SA-0003 FOR GENERAL NOTES.

2. DRAWING LIST

2.1. FOR THE LIST OF STRUCTURAL DRAWINGSAPPLICABLE TO THIS BRIDGE, REFER TO DRG.6204430-ZA-0000.

3. SET OUT

3.1. BRIDGE SOP COORDINATES ARE PROVIDED ON DRAWING. 6204430-SB-0201

4. SERVICES

4.1. SERVICES SHOWN ARE THOSE THAT ARE KNOWN. THE NUMBER, TYPE, AND POSITION OF THOSE SHOW IS INDICATVE ONLY.

4.2. THE CONSTRUCTOR SHALL LOCATE AND IDENTIFY ALL SERVICES PRIOR TO COMMENCING CONSTRUCTION

BRID

GE ℄


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6204

430-

SB-0

100.D

WG

FOR CONSTRUCTION

OUTLINE OF EXISTING BRIDGE

IPIIN=7654895.165E=418556.647

IPIN=7654885.503E=418602.343

ONAIL XXIVN=7654885.941E=418690.884

OIPXXVN=7654915.551E=418629.624

SOP 2N=7654879.121E=418613.223SOP 1

N=7654878.382E=418601.346

OUTLINE OF PROPOSED BRIDGE

SCALE 1 : 200EXISTING SITE PLAN

MAIN ROADMAIN ROAD

AVAT

IU S

TREA

M

LEGENDSOP = SET OUT POINT

200DIA RING MAIN(TO BE RELOCATED TO THE BRIDGE)

90DIA SUB-MAIN(TO BE RELOCATED TO THE BRIDGE)

ICI FOR PORTS(TO BE RELOCATED TO THE BRIDGE)

100mm DUCT(TO BE RELOCATED TO THE BRIDGE)

FIRST LEAD CABLE

TELECOMMUNICATIONS CABLES (IN SERVICETHROUGHOUT CONSTRUCTION)

PUNANGANUI MARKET

EXISTING BUILDING

EXISTINGBUILDING

TOP

OF B

ANK

TOP

OF B

ANK

N

FLOW

FLOW

FIRST LEAD CABLE

TOP O

F BAN

K

TOP O

F BAN

K

100mm DUCT

O/H LV CABLES

U/G HV CABLES TO MEATCO SUB

U/C LV CABLES

90DIA SUB-MAIN

200DIA RINGMAIN

EAST ABUTMENT℄℄

WEST ABUTMENTEXISTING WATER VALVE

EXISTING WATER VALVE 3No.EXISTINGTELECOMMUNICATIONS CABLES(MUST REMAIN IN SERVICETHROUGHOUT CONSTRUCTION)

EXISTINGBUILDING



NTS

NTSB. FLYNNL. CHEN


05/06/19

G.Brown03/06/1903/06/19

01/06/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET EXISTING SITE PLAN STRUCTURAL

6204430-SB-0100 1

SETTLEMENT SLAB


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6204

430-

SB-0

101.D

WG

8000

6000

1400

0

OUTLINE OF EXISTING BRIDGE(TO BE DEMOLISHED)

SETTLEMENT SLAB

FOOTPATH

FOOTPATH

1000

EXISTING COBBLEDRETAINING WALL

FOR CONSTRUCTIONSCALE 1 : 100GENERAL ARRANGEMENT-PLAN

MAIN ROADMAIN ROAD

AVAT

IU S

TREA

M

HANDRAIL WITH TIMBERINFILL. REFER TO SB-0401

POWERPOLE

BRID

GE ℄

EXISTING SIGN (MAINTAIN IF POSSIBLE)

HANDRAIL WITH TIMBER INFILLINFILL. REFER TO SB-0401

POWERPOLE

PUNANGANUI MARKET

EXISTINGBUILDINGEXISTINGBUILDING

TOP

OF B

ANK

TOP

OF B

ANK

FLOW

FLOW

TOP

OF B

ANK

N

EXISTING WINGWALLTO BE DEMOLISHED

EXISTING WINGWALLTO BE DEMOLISHED

10850

11900

EAST ABUTMENT℄

WEST ABUTMENT℄

CONSTRUCTION JOINT TO ALLOW FORSTAGING. REFER SB-0901

TIE BACK BAR. REFER TOSB-0313 FOR DETAILS

TIE BACK PILE CAP. REFER SB-0313FOR DETAILS

POWERPOLE


EXISTING SIGN (TO BE REMOVED)

TIE BACK PILE CAP. REFERSB-0313 FOR DETAILS


2500

GABION BASKETS / SCOUR PROTECTIONREQUIRED WHEN STREAM IS WIDENED INFUTURE. EXTENT AND ARRANGEMENT TOBE CONFIRMED AT THE TIME OF WIDENING

NOTES:1. REFERENCES

1.1 REFER TO SA-0001 FOR GENERAL NOTES.

1.2 ALL LEVELS GIVEN ARE TO STRUCTURALSURFACES UNO.

1.3 ALL DIMENSIONS IN MILLIMETES, UNO.

2. DESIGN STANDARDS

2.1 NZTA BRIDGE MANUAL, THIRD EDITION (2018)MODIFIED IN ACCORDANCE WITH THEBRIDGE DESIGN STATEMENT ANDINFRASTRUCTURE COOK ISLANDS

2.2 NZS 3101.2006 CONCRETE STRUCTURES(INCLUDING 3rd AMENDMENT).

3. DESIGN LOADING

3.1 SUPERIMPOSED DEAD LOAD ALLOWANCESa) SURFACING = 2.0kPa (INCLUDING 0.5kPa

FOR LEVELLING COURSE)b) SERVICES = ALLOWANCES ARE MADE

FOR AS FOLLOWS: i) UNIFORMLY DISTRIBUTED LOAD

APPLIED OVER ENTIRE DECK AREAOF 0.25kPa.

ii) REFER TO DESIGN STATEMENT FORWEIGHT AND ALLOWANCES OFSPECIFIC SERVICES.

3.2 TRAFFIC LOAD HN-HO-72 AND SPECIFIEDPORT VEHICLE (HYSTER H-1050ECONTAINER LIFTER).

3.3 TEMPERATURE AND DIFFERENTIALTEMPERATURE AS PER NZTA BRIDGEMANUAL.

3.4 CREEP AND SHRINKAGE BASED ON AS3600AND NZTA BRIDGE MANUAL 3rd EDITIONFOR RELATIVE HUMIDITY OF 84%.

4. DRAWING LIST

4.1 FOR THE LIST OF STRUCTURAL DRAWINGSAPPLICABLE TO THIS BRIDGE, REFER TODRG. 6204430-ZA-0000.

5. CONSTRUCTION LOADS

5.1 BRIDGE BEAMS ARE DESIGNED FORCONSTRUCTION LIVE LOAD OF 1.5kPa.

6. SET OUT

6.1 BRIDGE SOP COORDINATES ARE PROVIDEDON DRAWING. 6204430-SB-0201

LEGEND:

= TEMPORARY TIE BACK BARS

= PERMANENT TIE BAK BARS

TEMPORARY SHEET PILES. REFERSB-0201 FOR SET OUTADJUST LOCATION OF SHEET PILEON SITE TO AVOID OBSTRUCTIONWITH U/G HV CABLES

ADJUST LOCATION OF SHEET PILES ON SITE TOAVOID OBSTRUCTION WITH O/H LV CABLES AND DUCT

TEMPORARY SHEET PILES.REFER SB-0201 FOR SETOUT



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19


PLANGENERAL ARRANGEMENT STRUCTURAL

6204430-SB-0101 1

11900

WEST ABUTMENT℄

FALL 1.5%

500

AVATIU STREAM

SETTLEMENT SLAB CORBEL

TEMPORARY TIE BACKS(REFER SB-0313 FOR DETAILS)

℄BRIDGE40002000

FOOTPATH2000

FOOTPATH6000

LANE3500

LANE3500

SHOULDER/TURNING2500

FALL 1.5% KERB, 200 HIGH

FALL 3%FALL 3%PRECAST 'U' BEAM.(REFER SB-0351)

INLAND SIDE LAGOON SIDE

1100 HIGH PEDESTRIANBARRIER. (REFER SB-0401)

FOR CONSTRUCTION

PRECAST 'U' BEAMREFER SB-0351

APPROXIMATE EXISTINGSTREAM BANK

INDICATIVE EXISTING ARCHPROFILE (TO BE DEMOLISHED)

200 THK. TOPPING SLAB

SP3 SHEET PILES (REFER SB-0201 FORSETTING OUT AND SB-0311 FOR DETAILS)

REINFORCED CONCRETE PILE FACING BOTHSIDE(REFER SB-0311 FOR DETAILS)

PILE CAP (REFER SB-0311)

200 DIA RING MAIN

3-150 DIA UPVC ELECTRICAL DUCTS

3-EXISTINGTELECOMMUNICATIONS CABLES(MUST REMAIN IN SERVICETHROUGHOUT CONSTRUCTION)

2-100 DIA UPVC DUCTS FORFUTURE SERVICES

24GAP TYPICAL

2-100 DIA UPVC DUCTS FORFUTURE SERVICES

1-100 DIA UPVC ELECTRICAL DUCTS

KERB, 200 HIGH

2-100 DIA UPVC FIBRE OPTICS DUCTS

SURFACING (30 LEVELLINGCOURSE + 40 AC14)

FALL 0.5%

NOTES:1. REFER TO DRG SA-0001 - SA-0003

FOR GENERAL NOTES.

2. REFER TO DRG SB-0350 FORNOTES FOR PRECAST BRIDGEBEAMS.

1100 HIGH PEDESTRIANBARRIER. (REFER SB-0401)

ROAD PAVEMENT. REFER TO ICISTANDARD PAVEMENT SPECIFICATIONROAD PAVEMENT. REFER TO ICI

STANDARD PAVEMENT SPECIFICATION

PROPOSED STREAMBED PROFILE

90 DIA PE SUB-MAIN

SURFACING (30 LEVELLINGCOURSE + 40 AC14)

DECK SLAB.(REFER SB-0312FOR DETAILS)

EAST ABUTMENT℄

SCALE 1 : 25TYPICAL LONG SECTION

SCALE 1 : 25TYPICAL DECK CROSS-SECTION

0.50m

(TYP

)

BROOM FINISH TO FOOTPATHAND DECK SURFACE (TYP)

0.50m

(TYP

)

1.00m(TYP)

TYPE B CJ

200

TYPE B CJ

1.00m(TYP)


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6204

430-

SB-0

102.D

WG

SETTLEMENT SLAB (REFER SB-0312)TEMPORARY TIE BACKS(REFER SB-0313 FOR DETAILS)

SHOULDER500

1st STAGE OFCONSTRUCTION

2nd STAGE OFCONSTRUCTION



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19


ELEVATIONS AND SECTIONSGENERAL ARRANGEMENT STRUCTURAL

6204430-SB-0102 1


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6204

430-

SB-0

201.D

WG

EAST ABUTMENT℄

℄ BRIDGE

FOR CONSTRUCTION

LEGENDSOP = SET OUT POINT

PILE

℄ 3

N

SCHEDULE 1

SHEET PILE VERTICALGEOTECHNICAL ULTIMATE

CAPACITY

TYPE A1 TYPE B1 TYPE C4 TYPE D2,4

140kN 25kN -- --

SHEET PILE DEPENDABLEVERTICAL CAPACITY (DESIGN) 110kN 20kN -- --

EXPECTED 'SHALLOW'PILE TOE LEVEL3

RL. -2.0mTO -3.0m

RL. -2.0mTO -3.0m

3.0m EMBEDMENT BELOWGROUND LEVEL

MINIMUM EMBEDMENT TODELETE TIE BACK SYSTEM RL. -4.0m RL. -4.0m

EXPECTED 'DEEP' PILETOE LEVEL3 RL. -6.0m RL. -6.0m

1. REFER TO SB-0302 FOR TYPE A AND B DEFINITION2. TEMPORARY SHEET PILES TO BE REMOVED AFTER DECK TOPPING SLAB HAS CURED FOR A MINIMUM OF 7 DAYS.3. IT IS EXPECTED THAT THE SHEET PILES WILL BE UNABLE TO PENETRATE THE CORAL LAYERS WHICH EXISTS AT THE

'SHALLOW' REFUSAL LEVEL. AT THIS EMBEDMENT, THE SHEET PILES REQUIRE TIE BACK ANCHORS (TEMPORARYAND PERMANENT) AS SHOWN IN THE PILING SETOUT PLAN. IF THE SHEET PILES ARE ABLE TO PENETRATE THECORAL LAYER AND ACHIEVE THE REQUIRED END BEARING CAPACITY AT A TOE LEVEL BELOW RL. -4.0m THEN THETIE BACK (PILE TYPE C AND D, AND ASSOCIATED TIE BACK BARS) CAN BE DELETED.

4. THE POSITION OF PILE TYPE C AND TYPE D MAY BE ADJUSTED BY A MAXIMUM OF 500mm FROM THE POSITIONSHOWN TO AVOID BURIED SERVICE OR OTHER OBSTRUCTION. THE MINIMUM TIE BACK LENGTH SHALL REMAIN7000mm.

SCALE 1 : 75PILING SETOUT PLAN

SOP 3N=7654886.412E=418604.378

36 S

P3 S

HEET

PILE

S

SOP 5N=7654872.533E=418599.138

6 SP3SHEET PILES

SOP 6N=7654872.380E=418596.670

SOP 2N=7654879.121E=418613.223

38 S

P3 S

HEET

PILE

S

SOP 7N=7654887.715E=418616.468

SOP 8N=7654892.629E=418617.018

SOP 9N=7654873.065E=418610.936

SOP 10N=7654868.128E=418611.214

SOP 1N=7654878.382E=418601.346

12 SP3 SHEET PILES

SOP 4N=7654888.159E=418599.752

7000

7000

7000

7000

REFER TO SB-0100FOR COORDINATES OFEXISTING SURVEY MARKERS

114.25°65.75°

WEST ABUTMENT℄

7000

PILE ℄ 1

7000

PILE ℄ 2

9 TYP

E D

TEMP

ORAR

Y SP

3 SHE

ET P

ILES

1 TYPE C PERMANENTSP3 SHEET PILE

2 TYPE C PERMANENTSP3 SHEET PILES

5 TYP

E C

PERM

ANEN

TSP

3 SHE

ET P

ILES

12 S

P3 S

HEET

PILE

S

INSTALL FSP3 SHEET PILE CORNERCONNECTORS IN ACCORDANCE WITHMANUFACTURERS GUIDELINES



ADJUST ORIENTATION OFTYPE D SHEET PILE ON SITETO AVOID CLASHING WITHTYPE C SHEET PILE PILE CAP.

ADJUST ANGLE OF TIE BAR ONSITE TO AVOID CLASHING WITHTYPE C SHEET PILE PILE CAPTYPE D SHEET PILE ORIENTATIONTO ADJUST ACCORDINGLY.

9 TYP

E D

TEMP

ORAR

Y SP

3 SHE

ET P

ILES

GALVANISED RB20 COUPLERS ,WHERE REQUIRED

GALVANISED RB20COUPLERS, WHEREREQUIRED

PILE ℄

PILE

℄

PILE

℄ 4

PILE

℄

PILE ℄


12 S

P3 S

HEET

PILE

S

NOTES:1. GENERAL

1.1. REFER SA-0001 - SA-0003 FOR GENERAL NOTES.1.2. THE CONTRACTOR SHALL PROTECT ALL EXISTING SERVICES. THE LOCATION OF SERVICES SHOWN ON DRAWING

6204430-SB-0102 IS INDICATIVE ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCATION ANDTYPE OF SERVICES ON SITE.

1.3. THE CONTRACTOR SHALL PROTECT THE STREAM FROM ANY CONSTRUCTION ACTIVITIES OR SPILLING OFCONSTRUCTION MATERIALS INTO THE WATERWAY.

2. DRIVEN SHEET PILES - GENERAL

2.1. SP3 STEEL SHEET PILES SHALL BE GRADE 300.2.2. SHEET PILES ARE DESIGNED AS SINGLE LENGTH PILE AND NO SPLICING IS PERMITTED.2.3. SHEET PILES SHALL BE DRIVEN TO FOUND WITHIN A DENSE SAND OR GRAVEL STRATA IDENTIFIED FROM

BOREHOLE INVESTIGATION TO OCCUR BELOW RL-1.0m. PILE PENETRATION RATES SHALL BE RECORDED TOCONFIRM THE TOP OF FOUNDING LAYER.

2.4. THE SHEET PILING TOLERANCES SHALL BE AS FOLLOWS:

- AT THE TOP CUT OFF POSITION, THE SHEET PILE SHALL NOT VARY MORE THAN 75mm HORIZONTALLY AND25mm VERTICALLY FROM THEIR TRUE POSITION AS GIVEN IN THE DRAWINGS.

- THE MAXIMUM PERMITTED DEVIATION OF THE FINISHED SHEET PILES FROM A VERTICAL LINE AT ANY LEVEL IS1 IN 100.

3. DRIVEN SHEET PILES - PROCEDURE

3.1. PRE-DRILLING SHALL NOT BE UNDERTAKEN WITHOUT FIRST CONSULTING THE DESIGNER.3.2. THE SHEET PILE GEOTECHNICAL ULTIMATE CAPACITY SHALL BE ASSESSED USING THE HILEY DRIVING FORMULA.3.3. SHEET PILE INSTALLATION PROCEDURE:

a) THE SHEET PILE SHALL BE DRIVEN TO THE SPECIFIED PILE TOE LEVEL. THE SET AND REBOUND SHALLTHEN BE RECORDED.

i) IF THE CALCULATED (HILEY) ULTIMATE CAPACITY IS GREATER THAN THE PILE GEOTECHNICAL ULTIMATECAPACITY (SEE SCHEDULE 1), DRIVING IS COMPLETE AND MAY BE HALTED.

ii) IF THE CALCULATED (HILEY) ULTIMATE CAPACITY IS LESS THAN THE PILE GEOTECHNICAL ULTIMATECAPACITY (SEE SCHEDULE 1), DRIVING SHALL BE HALTED AND THE PILE ALLOWED TIME TO SET UP.

b) FOLLOWING SHEET PILE SET UP, THE SHEET PILE SHALL BE REMOBILISED. THE SET AND REBOUND SHALLTHEN BE RECORDED AGAIN AND THE HILEY ULTIMATE CAPACITY RECALCULATED.

i) ON SHEET PILE REMOBILISATION, IF THE CALCULATED (HILEY) ULTIMATE CAPACITY IS GREATER THAN THEPILE GEOTECHNICAL ULTIMATE CAPACITY (SEES CHEDULE 1) DRIVING IS COMPLETE AND MAY BE HALTED.

ii) ON SHEET PILE REMOBILISATION, IF THE CALCULATED (HILEY) ULTIMATE CAPACITY IS LESS THAN THEPILE GEOTECHNICAL ULTIMATE CAPACITY (SEE SCHEDULE 1),THE SHEET PILE SHALL BE DRIVEN UNTIL THEREQUIRED CAPACITY IS ACHIEVED. DRIVING SHALL BE HALTED AND SHEET PILE ALLOWED TIME TO SET UPWHEN SHEET PILES REACH A DEPTH WHERE A SPLICE WOULD BE REQUIRED TO CONTINUE DRIVING.

iii) ON SHEET PILE MOBILISATION, IF THE CALCULATED (HILEY) ULTIMATE CAPACITY IS LESS THAN THE PILEGEOTECHNICAL ULTIMATE CAPACITY (SEE SCHEDULE 1),THE SHEET PILE SHALL BE DRIVEN UNTIL THEREQUIRED CAPACITY IS ACHIEVED. NOTE THAT THE SHEET PILE MUST NOT BE DRIVEN 0.9m FURTHER THANTHE DESIGN TOE LEVEL (SEE SCHEDULE 1) / THE TOE LEVELS OF ADJACENT SHEET PILES. DRIVING SHALLBE HALTED AND THE SHEET PILE ALLOWED TIME TO SET UP WHEN SHEET PILES REACH A DEPTH WHERE ASPLICE WOULD BE REQUIRED TO CONTINUE DRIVING.

3.4. REQUIRED DRIVING RESISTANCE FOR SHEET PILES IS EQUIVALENT TO SHEET PILE GEOTECHNICAL ULTIMATECAPACITY GIVEN IN SCHEDULE 1. (VALUES FOR INDIVIDUAL SHEET PILES)

4 TYP

E C

PERM

ANEN

TSP

3 SHE

ET P

ILES



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET PILING SETOUT PLAN STRUCTURAL

6204430-SB-0201 1


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Title:

Drawing No.

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Docu

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Rev.


6204

430-

SB-0

301.D

WG

NOTES:

FOR CONSTRUCTION

CP4CP3

CP = CHANGE IN PLANE AT FRONT FACE OF PILE CAPPING BEAM

= FOLD LINE

1. REFER DRAWING NO. SA-0001, FOR GENERAL NOTES.

2. REFER DRAWING NO. SA-0002 & SA-0003 FORREINFORCED CONCRETE GENERAL NOTES.

3. CURING TO BE UNDERTAKEN AS PER THEREQUIREMENT OF NZS3109 & PROJECTSPECIFICATIONS.

4. ALL CONSTRUCTION JOINT 'CJ' TO BE TYPE B AS PERNZS3109 UNO. THE LOCATION OF CONSTRUCTIONJOINTS SHOWN ON THE DRAWINGS REPRESENT THEDESIGN INTENT. ALTERNATIVE CONSTRUCTIONJOINTS MAY BE DEVELOPED THROUGHCONSULTATION WITH THE DESIGNER.

5. REFER DRAWING SB-0901 FOR PROPOSEDCONSTRUCTION SEQUENCE.

6. ALL DIMENSIONS IN MILLIMETRES, UNO.

SCALE 1 : 75ABUTMENT ARRANGEMENT PLAN

N

LEGEND:

6581

4387

600 WIDE. 2nd STAGE ABUTMENT POUR

850 WIDE. PILE CAPPING BEAMSUPPORTED ON SHEET PILE WALLALONG ABUTMENT ℄

1096

8

250 THK. SETTLEMENTSLAB. (REFER SB-0311.)

TYPE B CJ (LOCATIONTBC WITH CONTRACTOR)

6581

4387

1096

8

5582

CHANGE INABUTMENT SLOPE.(REFER SB-0302.)

250 THK. SETTLEMENTSLAB. (REFER SB-0311. )


TYPE B CJ (LOCATIONTBC WITH CONTRACTOR)

CHANGE IN ABUTMENT SLOPE.(REFER SB-0302.)

CORBEL BEHIND ABUTMENTBACKWALL. (REFER SB-0311FOR DETAILS)

PILE

℄ 4

300300

425

175250

300

300

PILE ℄1

250

175425

300

300PILE ℄ 2

WEST ABUTMENT℄5250

2500

EAST ABUTMENT℄

PILE

℄ 3

300 300

NORTHEAST WINGWALL TO TIE INTO EXISTINGCOBBELED RETAINING WALL. (REFER SB-0101)

CP1

CP2

5000

CP6

200065.75°

156.1

0°

PILE ℄

PILE ℄

PILE

℄

PILE

℄

3945


PERMANENT TIE BACK PILE CAP.REFER SB-0313 FOR DETAILS

3150



6801500




8127

647

263

6315

113

113

3190

113

6317

26364

731

90

8127

113

℄ BRIDGE



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19


SHEET 1 OF 2CONCRETE GEOMETRY

ABUTMENT STRUCTURAL

6204430-SB-0301 1


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Rev.


6204

430-

SB-0

302.D

WG

647

8774

9114689263

6581

792 4208

900

WEST ABUTMENT ELEVATION (FOLDED)SCALE 1:50

EAST ABUTMENT ELEVATION (FOLDED)SCALE 1:50

50005600

2194 5934 4124 2194113

2081113

680

900

900

℄ BRIDGE

℄ BRIDGE

647

8774

1067 4183263

6581 5250

2194593441242194113113

605

388

487 467

850 WIDE PILE CAPPING BEAM

TYPE B CJ

600 WIDE. BACKWALL 2nd STAGEABUTMENT POUR

BACKWALL TO MATCH FOOTPATHPROFILE BOTH SIDESWINGWALL

WINGWALL

WINGWALL WINGWALL

BACKWALL TO MATCH FOOTPATHPROFILE BOTH SIDES850 WIDE PILE

CAPPING BEAM

TYPE B CJ

600 WIDE. BACKWALL 2ndSTAGE ABUTMENT POUR

SP3 SHEET PILES

SP3 SHEET PILES

NOTES:

1. REFER DRAWING NO. SA-0001, FOR GENERALNOTES.

2. REFER DRAWING NO. SA-0002 & SA-0003 FORREINFORCED CONCRETE GENERAL NOTES.

3. CURING TO BE UNDERTAKEN AS PER THEREQUIREMENT OF NZS3109 & PROJECTSPECIFICATIONS.

4. ALL CONSTRUCTION JOINT 'CJ' TO BE TYPE B ASPER NZS3109 UNO. THE LOCATION OFCONSTRUCTION JOINTS SHOWN ON THEDRAWINGS REPRESENT THE DESIGN INTENT.ALTERNATIVE CONSTRUCTION JOINTS MAY BEDEVELOPED THROUGH CONSULTATION WITHTHE DESIGNER.

5. REFER DRAWING SB-0901 FOR PROPOSEDCONSTRUCTION SEQUENCE.


7. SHEET PILE TOE LEVELS ARE SHOWN ON SB-021

8. TYPE A AND TYPE B REFER TO THE FOUNDINGREQUIREMENTS FOR THE SP3 SHEET PILES

2081

CP = CHANGE IN PLANE AT FRONT FACE OF PILE CAPPING BEAM

= FOLD LINE

LEGEND:

REINFORCED CONCRETE PILE FACING

CP5CP6CP4CP3

CP2 CP1

RL +3.180

RL +2.457 RL +2.465

RL +3.276 RL +3.185

RL +2.700RL +2.750

RL +3.248

RL +2.255

RL +3.167

RL +3.122RL +3.204 RL +3.190

RL +2.191RL +2.407 RL +2.399

RL +2.225

RL +3.213 RL +3.251

RL +3.155 RL +3.185

RL +2.276

RL +3.164RL +3.213RL +3.218

RL +1.291

RL +1.355

RL BRL A

RL +0.30

200

TYP

47 TYPE A SHEET PILES 7 TYPE B SHEET PILES

43 TYPE A SHEET PILES 8 TYPE B SHEET PILES11 TYPE B SHEET PILES

RL BRL A

RL +0.30

4274

RL +3.193

FINISHED GROUND LEVEL

REINFORCED CONCRETE PILE FACING

200

TYP

FINISHED GROUND LEVEL

FOR CONSTRUCTION

PROVISIONS FOR SERVICES(DUCTS CAST DIRECTLYINTO THE ABUTMENT)

PROVISIONS FOR SERVICES (DUCTS CAST DIRECTLY INTO THE ABUTMENT)

1895

2500

288890

0

TIE BACK BAR CONNECTION TO SHEETPILE REFER SB-0313 FOR DETAILS

TIE BACK BAR CONNECTION TO SHEETPILE REFER SB-0313 FOR DETAILS

4274



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19


SHEET 2 OF 2CONCRETE GEOMETRY

ABUTMENT STRUCTURAL

6204430-SB-0302 1


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Rev.


6204

430-

SB-0

311.D

WG

FOR CONSTRUCTION

ABUTMENT℄

425250600

SETTLEMENT SLAB

PRECAST "U" BEAM. (REFER SB-0351)

250

3-DH16 SIDE BARS EF

DH20 300 WITH 4FW TO SP3SHEET PILE

100

SURFACING (30 LEVELLING COURSE +40 AC14)

900(

MIN.

)

5-DH20 TOP BARS EQUALLYSPACED

2-

1-

(THROUGH SETTLEMENT SLAB)

ABUTMENT CROSS SECTION (TYP)SCALE 1:25 (THROUGH FOOTPATH)

ABUTMENT CROSS SECTION (TYP)SCALE 1:25

WINGWALL CROSS SECTIONSCALE 1:25

900

425

250600

1-

SECTIONSCALE 1:10( RC PILE FACING)

DH20-300 WITH 4FW 75mmLONG AT EACH SHEET PILE

SHEET PILE (SP 3)

2-

SECTIONSCALE 1:10( RC PILE CAP)

CONCRETE FACING SE62 MESH

B

A

A

A

A B60

0 (W

INGW

ALL)

850 (

ABUT

MENT

BEA

M)

500

20070

500

200

4-DH25 SHEAR DOWELSTHROUGH Ø30 HOLE IN SHEETPILES PER PILE

1-

1-

BACKFILL / NATURAL SOIL

SE62 MESH

100 x 6 ELASTOMERIC BEARINGSTRIP (FOR BEAM PLACEMENTIN CONSTRUCTION)

VARI

ES30

010

0

25020

040

0450

A-

SETTLEMENT SLAB SEATING DETAILSCALE 1:5

175 75DH16-200 U-BAR INSTALL TO MATCH BRIDGE SKEW3-DH16 TOP BARSTYPE B CJABUTMENT BACKWALL 2nd STAGE POUR

3-DH20 SIDE BARS EQUALLYSPACED EF.

4-DH20 BOTTOM BARSMAINTAIN 50 COVER FROMFACE OF SHEET PILE

BACKFILL / NATURAL SOILSP3 SHEET PILE

RB16 STARTER BARS WITHFLANGENUTS (REFER SB-0351)

2000

125

100

MIN

EQ. EQ. EQ. EQ. EQ. EQ.

TYPE B CJDECK REINFORCEMENT (REFER SB-0312)

FOOTPATH REINFORCEMENT (REFER SB-0312)

900 (

MIN.

)

100 x 6 ELASTOMERIC BEARINGSTRIP (FOR BEAM PLACEMENTIN CONSTRUCTION)

PILE℄

3-DH20 TOP BAR EQUALLYSPACED3-DH20 SIDE BARS EQUALLYSPACED EF.

2-DH16 BOTTOM BARS.

2-DH25 SHEAR DOWELSTHROUGH SHEET PILESSTIRRUP SET A OR B. REFERSECTION 2

DH25 SHEAR DOWEL STRAIGHT BARTHROUGH Ø30 HOLE IN SHEET PILE. 650LONG IN PILE CAPPING BEAM 400 LONG INWINGWALLS, PLACED CENTRALLY IN LINEWITH STIRRUP A. 4 DOWELS PER SHEETPILE

2- 2

-

DH25-600 DOWEL BAR,GALVANISED

100x6 ELASTOMERICBEARING STRIP

5mm THICK DENSO TAPEWRAPPED AROUND THETOP 250mm OF THEDOWEL BAR

2-DH12 LONGITUDINALBARS ALONG FACE OFCORBEL

DH12 T&B

DH12-150

250

250

125 125

1050

150

450

A-

SOIL/FILL

SOIL/FILL

DH16-200 E/W T&B FALL 3%

DH16-200 U-BAR INSTALL TO MATCH BRIDGE SKEW

ABUTMENT℄

175

300

200

100

PRECAST "U" BEAM. (REFER SB-0351)

DH20 300 WITH 4FW TO SP3SHEET PILE

4-DH25 SHEAR DOWELSTHROUGH SHEET PILES PER PILE

SE62 MESH

SP3 SHEET PILE

200

4-DH25 SHEAR DOWELSTHROUGH SHEET PILES PER PILE

SE62 MESH

SP3 SHEET PILEDH20 AT 300 CTRS.(MAX) WITH4FW TO SP3 SHEET PILE

STIRRUP A


FOR GENERAL NOTES.

2. REFER TO DRG SB-0350 FOR NOTESFOR PRECAST BRIDGE BEAMS.

3. ALL LONGITUDINAL BARS INABUTMENT AND WINGWALL TO BEL-BARS AT ENDS OF MEMBERS TOREINFORCE END FACES.

STIRRUP B

+

140

0

140

0

200

THROUGH Ø20 HOLE INSHEET PILE

600

DECK REINFORCEMENT (REFER SB-0312)

3-DH16 TOP BARS

3-DH16 SIDE BARSEF

140

0

140

0

300

DH16

DH16

DH16

STIRRUP SET A OR B. REFER SECTION 2

STIRRUP SET A OR B. REFER SECTION 2

300

300

75175

CONTINUOUS POLYSTYRENE

20x6 SIKAFLEX TANK OR ICIAPPROVED EQUIVALENT

REFER ABUTMENT CROSS SECTION(THROUGH SETTLEMENT SLAB) FORLONGITUDINAL REINFORCEMENT

TIE BACK BARSB

SB-0313

PERMANENT TIE BACK BARSREFER SB-0313.

TEMPORARY TIE BACK BARSREFER SB-0313.




NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19


SHEET 1 OF 3CONCRETE DETAILS

DECK SLAB AND ABUTMENT STRUCTURAL

6204430-SB-0311 1


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6204

430-

SB-0

312.D

WG

FOR CONSTRUCTION

FALL 3%

DH12 -200DH12 -200DH12 -200

DH12 -200

2000

50 C

OVER

4000 6000 (TO EDGE OF DECK)

BAR SPACING ADJUSTEDON SITE TO LOCATE DH12BARS IN EYE OF STIRRUPHOOK.

BRIDGE℄

FALL 1.5%

SCALE 1 : 20TYPICAL DECK SECTION (PART)

VARI

ES

600 VARI

ES

PEDESTRIAN BARRIER.(REFER SB-0401) RH12 -200

STIRRUPS, THUS

BOTTOM 3 LAYERS OF DH20 BARSIN PILE CAPPING BEAM THROUGHØ25 HOLE IN SHEET PILESTIRRUP SETS A. REFER DRAWINGSB-0311

DH16 U-BARS AT END OF WINGWALLTO LAP WITH SIDE BARS

5250

DH16 SIDE BARS HOOK AT END OFWINGWALL. REFER WINGWALLCROSS SECTION ON DRAWINGSB-0311

PILE ℄2

PILE ℄ 1

ABUTMENT℄

2650

90°

2750

WINGWALL

WINGWALL

BOTTOM 3 LAYERS OF DH20 BARSIN PILE CAPPING BEAM THROUGHØ25 HOLE IN SHEET PILE

DH20 PILE CAPPING BEAMS SIDE BARS. REFER ABUTMENTCROSS SECTION (TYP.) ON DRAWING SB-0311


FOR GENERAL NOTES.

ABUTMENT℄

DH16 STIRRUPS A AND B. (REFERDRAWING SB-0311 FOR DETAILS)

DH16 STIRRUPS A AND B. (REFERDRAWING SB-0311 FOR DETAILS)

LAP1075

1075

200

RB12 REID BAR COUPLEREPOXY FILLED INACCORDANCE WITHMANUFACTURER'SGUIDELINES

A-

DECK CONSTRUCTION JOINTSCALE 1:10

2-DH16 U-BARS 400

400

DH16-200 BACKWALL U-BARS PLACEDPARALLEL TO THE BEAM CENTRELINE

STIRRUP SET A AND B IN PILECAPPING BEAM PLACEDPERPENDICULAR TO ABUTMENT ℄

A-

2-DH16 U-BARS 400

400

DH16 U-BARS

400

400

400

100

OR

WHERE CLASHESWITH SHEET PILE

LAP

BACK

WAL

L

PILE

CAP

PING

BEA

M

DH20 PILE CAPPING BEAMS BARS.REFER ABUTMENT CROSS SECTION(TYP.) ON DRAWING SB-0311

300

DH16-200 BACKWALL U-BARS PLACEDPARALLEL TO THE BEAM CENTRELINE

STIRRUP SET A AND B IN PILECAPPING BEAM PLACEDPERPENDICULAR TO ABUTMENT ℄

BACK

WAL

L

PILE

CAP

PING

BEA

M

STIRRUP SETS B. REFER DRAWINGSB-0311

DH12

-200

T&B

DH12-200 T&B

DH16-200 UBARS

140

0

140

0

DH16-200 T&BL-BARS

200

SCALE 1 : 40 TYPICAL DECK PLAN (PART)

ABU

TMEN

T

SCALE 1 : 40ABUTMENT CORNER REINFORCEMENT PLAN DETAILS

(WINGWALL 91°-180° FROM BACKWALL)

SCALE 1 : 40ABUTMENT CORNER REINFORCEMENT PLAN DETAILS

(WINGWALL 90° FROM BACKWALL)

LAP

LAP

DH12-200 UBARS

200

PRECAST UNITS

4335

50mm COVER TO COUPLER

2500

2750

TYPE B CJ



DH16 SIDE BARS. REFER WINGWALLCROSS SECTION ON DRAWINGSB-0311

LAP POSITION TO SUITCONSTRUCTION JOINT



LAP850



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19




6204430-SB-0312 1


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Rev.


6204

430-

SB-0

313.D

WG

FOR CONSTRUCTION

ABUTMENT℄

SETTLEMENT SLAB

PERMANENT TIE BACK AT WINGWALL (TYP.)SCALE 1:25

BACKFILL / NATURAL SOIL

SP3 SHEET PILE

PILE℄


FOR GENERAL NOTES.

2. MAINTAIN 75 COVER FOR ALLCONCRETE CAST AGAINST GROUND.

3. REFER SCHEDULE ON SB-0201 FORSHEET PILE AND SET OUT.

4. CONTRACTOR SHALL LOCATE ANDIDENTIFY ALL SERVICES IN THE AREAOF WORK PRIOR TO COMMENCINGEARTHWORKS OR PILING.

ISSUED FOR CONSTRUCTION0 31/07/19GBLCARK

AS SHOWN

HALF SHOWNB. FLYNNL. CHEN


31/07/19

G.Brown31/07/1931/07/19

25/07/19




6204430-SB-0313 0

BSB-0311

TIE BACK CONNECTION DETAILSCALE 1:2

REID DOMED BASE PLATE BPLATE 201006 ORAPPROVED EQUIVALENT

REID SPHERICAL WASHER RB20 SWG ORAPPROVED EQUIVALENTRB20 REID NUT RB20N OR APPROVEDEQUIVALENT

10MIN

100 M

IN

SP3 SHEET PILE

TEMPORARY RB20 REID BARS.REFER SB-0201 FOR ARRANGEMENT.

PERMANENT RB20 GALVANISEDTIE BACK BARS. REFER SB-0201FOR ARRANGEMENT.

7000 NOM.(REFER TO SB-0201 FOR SET OUT)

7000 NOM.(REFER TO SB-0201 FOR SET OUT)

ANCHOR PILE SP3 SHEET PILEREFER TO SB-0201

500

SP3 SHEET PILE

350

VARIES (REFER TO SB-0301)

DH12 INVERTED U-BAR PLACEDNEAR CTR OF SHEET PILE3 DH12 STIRRUPS BETWEEN PILES ASINDICATED (200mm MAXIMUM SPACING)

SP3 SHEET PILE

3-DH12 STIRRUP EQUALLY SPACED

PLAN - PERMANENT TIE BACK PILE CAPSCALE 1:10

A-

SECTION (PERMANENT TIE BACK PILE CAP)SCALE 1:10

DH12 INVERTED U-BAR

RB20 TIE BACK BARS

SP3 SHEET PILE

3-DH12 STIRRUPS EQUALLY SPACED.

7530

075

450

250

175 175

ANCHOR PILE℄

℄

75 COVER

TEMPORARY TIE BACK AT ABUTMENT (TYP.)SCALE 1:25

75 COVER

RB20 THROUGH Ø28 HOLE IN SHEET PILE

GALVANISED RB20 COUPLERSRB20CS OR APPROVEDEQUIVALENT FOR TEMPORARYREID BARS ONLY.

2500

EQ. EQ.

ANCHOR PILE℄

350

CONSTRUCTION STAGING REQUIREMENTS FOR BACKFILLING AND TIE BACKS:ANY DEVIATION FROM THIS SEQUENCE MUST BE APPROVED BY THE DESIGNER. REFER TO SB-0901 FOR THE FULLPROPOSED CONSTRUCTION SEQUENCE.

1. INSTALL SHEET PILES FOR THE ABUTMENT, WINGWALLS, AND ANCHOR PILES.

2. EXCAVATE AROUND THE PILE HEADS AND FOR EACH TIE BACK BAR.

3. INSTALL PILE CAP REINFORCING CAGES AND TIE BARS.

4. TENSION TIE BARS SO THAT THERE IS LESS THAN 50mm DEFLECTION AT THE MIDDLE OF THEIR SPAN.

5. INSTALL DENSO TAPE ON THE PERMANENT TIE BACK BARS AND THEN POUR PILE CAPS.

6. BACKFILL AND COMPACT STAGE 1.

7. REMOVE STAGE 3 FILL AND EXISTING BRIDGE IN FRONT OF THE ABUTMENTS.

8. PLACE BRIDGE BEAMS.

9. POUR REMAINING PORTION OF THE ABUTMENT BEAM AND DECK TOPPING SLAB - CURE FOR A MINIMUM OF 7 DAYS.

10. REMOVE TEMPORARY TIE BACK BARS AND ANCHOR PILES.

11. CONSTRUCT SETTLEMENT SLAB AND COMPACT THE STAGE 2 BACKFILL.

340340

RB20 TO BE WRAPPED IN DENSO TAPETO MANUFACTURERS SPECIFICATION(MINIMUM 55% TAPE OVERLAP)

TEMPORARY ANCHOR PILESP3 SHEET PILE REFER TOSB-0201

STAGE 2 COMPACTEDBACKFILL

STAGE 1 COMPACTED BACKFILL(AFTER TIE BAR INSTALLATION)

STAGE 3 REMOVEFILL (UNDER BRIDGE)

2850

350

21

21

ANCHOR PILE℄

STAGE 2 COMPACTEDBACKFILL

150

STAGE 3 REMOVEFILL (FUTURE)

150

STAGE 1 COMPACTED BACKFILL(AFTER TIE BAR INSTALLATION)

150

70 MIN

FULL STIRRUPS BETWEEN PILES (BEYOND)B-

(HANDED)

B-

A-

B-

(HANDED)

B-

ark

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SPECIFIED CONCRETE COMPRESSIVE STRENGTHS

REINFORCEMENT

CONCRETE COVER (MINIMUM)

DESIGN LOADING

SPECIFICATION

TOLERANCES

HANDLING

METHOD OF MANUFACTURE

SURFACE FINISHES

1.

2.

3.

4.

5.

6.

7.

8.

9.

CURING10.

CASTING11.

LIFTING AND STORAGE12.

N.T.S.

BEAM

N.T.S.

DIAGRAM A

DIAGRAM B

ACTUAL OVERALL LENGTH AND SQUARENESS

5mm

±5mm ±10mm ±20mm

±10mm

±10mm ±5mm

40 MPa

TYPE B CONSTRUCTION JOINTTYPE B CONSTRUCTION JOINTF1F4

DECK POUR INSTALLATION.

COMPACTED IN ACCORDANCE WITH NZS3109.

UNLESS OTHERWISE NOTED.

APPROPRIATE LIFTING POINTS AND BRACING SYSTEM REQUIRED TO ENSURE THE STABILITYOF THE BEAMS DURING LIFTING AND TRANSPORTATION.

'EAST / WEST'

LIFTING GEAR, BRACING/ RESTRAINTS, EDGE FORMWORK AND SERVICE SUPPORT SYSTEM. THEIRNEED AND POSITION SHALL BE CO-ORDINATED IN SHOP DRAWINGS.

4.1 HN-HO-72 (INCLUDING SLS LIVE LOAD FACTOR OF 1.35)

2.1 ALL REINFORCEMENT SHALL BE GRADE 500E TO AS/NZS4671

2.2 COMPONENTS PREFIXED RB ARE REIDBAR ITEMS. REIDBAR SHALL BE GRADE 500E TO AS/NZS4671.

3.1 COVER TO ALL REINFORCEMENT EXPOSED SURFACE COVER TO ALL REINFORCEMENT INTERNAL SURFACE COVER ADJACENT TO CORED HOLES COVER TO BRIDGE DECK & ALL CAST INSITU CONCRETE

50mm50mm50mm50mm

5.1 THE DESIGN IS BASED ON NZTA BRIDGE MANUAL 3rd EDITION.

a) THE BEAM END SURFACES SHALL LIE WITHIN THE "TOLERANCE BOXES" SHOWN IN

b) PLANE SURFACE, DEVIATION FROM A 1.5m STRAIGHT EDGEc) BEAM HOGGING (REFER TO BRIDGE BEAM SPECIFIC DRAWINGS)d) CROSS SECTION DIMENSIONS UP TO 0.5me) CROSS SECTION DIMENSIONS 0.5m TO 2.0mf) HORIZONTAL BOW OF LONGITUDINAL AXIS

a) LONGITUDINAL STEEL ARRANGEMENT

6.1 DIMENSIONS AT TIME OF CASTING

6.2 DIMENSIONS AT TIME OF ERECTION

b) LOCATION OF AN ITEM IN RELATION TO ANY OTHER ITEM WITHIN ITS GROUP ORTO THE MIDPOINT OF THE BEAM ENDS

c) PRETENSIONING PRESTRESSING STRANDS IN ANY DIRECTION

DIAGRAM A

7.1 EXTREMES OF VERTICAL LIFTING POINTS OR GROUND SUPPORT SHOWN SHADED.CENTRAL SUPPORT POSITION AS SHOWN IS PREFERRED (BEAM IN UPRIGHT POSITIONAT ALL TIMES).

8.1 BEAMS SHALL BE MANUFACTURED UNDER FACTORY CONDITIONS.

9.1 BEAMSa) TOP SURFACE OF FLANGEb) IN DIRECT CONTACT WITH INSITU CONCRETEc) HIDDEN FORMED SURFACEd) ALL OTHER FORMED SURFACES

10.1 ACCELERATED TEMPERATURE CURING IS PERMITTED.10.2 CONSTRUCTOR TO DEMONSTRATE THAT MINIMUM CONCRETE STRENGTH

OF 20MPa IS ACHIEVED BEFORE BEING REMOVED FROM THE FORM.

11.1 ALL BEAMS TO BE CAST A MINIMUM OF 30 DAYS PRIOR TO

11.4 BEAMS SHALL BE CAST HORIZONTAL.

11.5 BEAMS SHALL BE CAST IN FORMWORK COMPLYING WITH NZS3109 AND

11.6 STIRRUP SETS SHALL BE PLACED PERPENDICULAR TO BEAM CENTRE LINE

11.2 EXPOSURE CLASSIFICATION B2 IN ACCORDANCE WITH NZS3101. REFER TO CURING REQUIREMENTS IN SPECIFICATION, MINIMUM 3 DAYS DURATION.

11.3 DIMENSIONED LENGTH OF GIRDERS GIVEN IS THE NOMINAL REQUIRED TRUE LENGTH AT THE TIME OF INSTALLATION. THE CONSTRUCTOR SHALL MAKE ALLOWANCE FOR

12.1 THE CONSTRUCTOR SHALL DESIGN AND PROVIDE APPROPRIATE LIFTING FIXTURES FOR BEAMS.THE CONSTRUCTOR SHALL DOCUMENT THE METHOD OF REMOVAL OF LIFTING HOOKS AND MAKINGTHE BEAM SURFACE GOOD. THIS METHODOLOGY SHALL BE AGREED WITH THE DESIGNER.

12.4 FOR BEAMS WITH UNEQUAL FLANGES, THE CONSTRUCTORS SHALL DETERMINE THE

12.5 EVERY BEAM SHALL BE CLEARLY MARKED AT EACH END WITH INSTALLATION DIRECTION, E.G.

12.6 DRAWINGS DO NOT SHOW ANY CAST-IN ITEMS THAT MAY BE REQUIRED FOR ATTACHMENT OF

1.1 PRECAST BEAMS AT 28 DAYS

PRECAST AND NOTES:

OVERALL LENGTH

10001000 10001000

SPECIFIED OVERALL LENGTH

1010 1010TOLERANCE BOXES

90°

90°

12.2 DURING STORAGE BEAMS SHALL BE KEPT IN AN UPRIGHT POSITION AND SUPPORTED NO MORETHAN 2000mm FROM EACH END. BEAMS MAY BE TRANSPORTED, HANDLED AND ERECTED USINGTHE ABOVE SUPPORT POSITIONS, OR USING THE LIFTING ARRANGEMENT SHOWN ONTEMPORARY WORKS DRAWINGS ONCE CONCRETE STRENGTH REACHES SPECIFIED STRENGTH(REFER TO BRIDGE BEAM SPECIFIC DRAWINGS).

12.3 CONSTRUCTOR SHALL BE RESPONSIBLE FOR DESIGN AND INSTALLATION OF BRACING TO PREVENTTRANSLATION AND OVERTURNING OF BEAMS PRIOR TO THE COMPLETION OF ABUTMENT POURS ANDDECK POURS.

SHRINKAGE UP TO THE TIME OF ERECTION. IN ADDITION THE CONSTRUCTOR SHALLALLOW APPROPRIATE TOLERANCE TO ENSURE THAT MINIMUM SEATINGREQUIREMENTS SHOWN ON BRIDGE SPECIFIC DRAWINGS ARE ACHIEVED. ANYALLOWANCES FOR TOLERANCE, ARE TO BE AGREED WITH THE DESIGNER.


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FOR CONSTRUCTION



NTS

NTSB. FLYNNL. CHEN


05/06/19

G.Brown03/06/1903/06/19

01/06/19


BRIDGE BEAMSNOTES FOR PRECAST STRUCTURAL

6204430-SB-0350 1

AutoCAD SHX Text

BEAM

4335

A-

1-

SECTION: TYPICAL REINFORCEMENTSCALE 1:10

RH12 STIRRUPS. HOOK AROUNDDECK REINFORCEMENT. REFERTO ELEVATION FOR SPACING

2-DH16-SIDE BARS EF

BEAM℄

800

PREC

AST

UNIT

500

160160 480


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351.D

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EASTWEST

℄ BE

ARIN

G

℄ BEAM

2850NO LAP ZONE

℄ BE

ARIN

G

800

TYPE B CJ ON END FACES

400

3000RH12-100 STIRRURS



8-RB16 REID BARS WITHCOUPLERS AND FLANGE NUT

STAGGER 50%OF LAPS

25 DIA DRAINAGE HOLES

H3.2 PLYWOOD SACRIFICIALFORMWORK, TYPICAL.

180 440

25

A-

DETAILSCALE 1:2.5

180

2016

0

25

3235 (STAGGERED BARS) / 4285

500

400

400

EASTWEST

2-

SECTION: REID BAR ARRANGEMENTSCALE 1:10

2-RB16 REID BARS EF. CLEARSPACING TO CLOSEST LONGITUDINALBAR NOT TO EXCEED 50mm

800

PREC

AST

UNIT

500

160160 480

4-RB16 BOTTOM LAYER REID BARS

8-DH25 B1

1-

25 DIA. DRAINAGE HOLE

2-

FOR CONSTRUCTION

115204335

25 DIA. DRAINAGE HOLESEQUALLY SPACED.

2-DH25 B1 + 2-DH25 B2 BARSTO LAP WITH DH20 BARS.REMAINING DH25 BARSTERMINATE AT END FACES.

ALL DH20 BARS BENT UP ATBEAM END FACE.

2-DH20 B1 L-BARS REFERBEAM ELEVATION.

TYPE B CJ FINISH TO TOP OFWEBS

150 105

3235 / 4285 (STAGGERED BARS)

RB16 BOTTOM LAYER REIDBARS.

25 DIA. DRAINAGE HOLE

2-DH25 BARS (FROM 10-DH25) TO BE LAPPED WITHDH20 BARS. REFER BEAM PLAN AND BEAMELEVATION.

1050STAGGERED

BARS LAP HERE

600 750

2-DH16 FULL LENGTH EACHWEB

50mm

MIN

.CO

VER

TYP

50mm

MIN

.CO

VER

TYP

600750

25 DIA.DRAINAGE HOLE

SCALE 1 : 20BEAM PLAN

SCALE 1 : 20BEAM ELEVATION

1050LAP LENGTH

700 875LAP LENGTH

1050LAP LENGTH

700875LAP LENGTH

400

2-DH25 B2 BARS TO BE LAPPED WITHDH20 BARS. REFER BEAM PLAN ANDBEAM ELEVATION.

10-DH25 B1

BEAM℄

8-DH25 B1+2-DH20 B1+2-DH20 B2

10-DH25 B1+2-DH25 B2

2-DH16 SIDE BARS EF8-DH25 B1+2-DH20 B1+2-DH20 B2

1050STAGGERED

BARS LAP HERE

24.25°

2-DH20 B2 BARS L-BARS

150

ALL DH20 BARS BENT UP ATBEAM END FACE.

12512524.25°

240

240

STIRRUPS REFER TOELEVATION FOR SPACING

STIRRUPS SPLAYED AT ENDSMINIMUM SPACING 50mm MAXIMUMSPACING 100mm. BOTH ENDS

NOTES:1. REFER TO DRAWING SA-0001-SA-0003 FOR GENERAL NOTES.

2. REFER TO DRAWING SB-0350 FOR NOTES FOR PRECAST BRIDGE BEAMS.


4. BAR LAPS MAY BE OMITTED IF 12.0m LENGTHS OF REINFORCING ARE ABLETO BE SUPPLIED.



NTS

NTSB. FLYNNL. CHEN


05/06/19

G.Brown03/06/1903/06/19

01/06/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET PRECAST "U" BEAM DETAILS STRUCTURAL

6204430-SB-0351 1


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401.D

WG

1000

100

1. FINISH ALL TIMBER EDGES WITH 5 mm. RADIUS

2. ALTERNATIVE HARD WOOD TIMBER ISPREFERED TO PINE/DOUGLAS FIR. (I.E.KWILA/CEDAR OR SIMILAR)

3. GALVANISED ELEMENTS SHALL BE HOT DIPGALVANISED TO HDG600 IN ACCORDANCE WITHNZS2312

4. ALL WELDS ARE GP GRADE UNO

5. BARRIER TO EXTEND THE FULL LENGTH OF THEBRIDGE AND WINGWALLS

6. BARRIER MUST TERMINATE AND CHANGEDIRECTION WITH A POST

7. CONSTRUCTOR TO CONFIRM ON SITE THELAYOUT OF POSTS BASED ON AS-BUILTGEOMETRY

8. GAPS BETWEEN TIMBER BATTENS TO BEUNIFORM OVER FULL LENGTH OF BARRIER(VERTICAL AND DIAGONAL BATTENS).

9. TIMBER RAILS AND BATTENS TO BE MSG8TIMBER TO AS/NZS 1748-AS/NZS 4490

NOTES:

SHS POST

EA RAIL (NOTCHED AROUNDPOST & WELDED)

" "2000 (MAXIMUM)

℄BRIDGE MIDSPAN℄

POST℄

POST

STAINLESS STEEL SCREW(SKEW) (BATTEN TO TOPTIMBER RAIL) TYP.

GAP 100 MAX.

GAP 100 MAX.

100

TIMBER INFILLBATTENS. 50x50

TIMBER TOP RAIL(100x175)

STAINLESS STEEL SCREW(BATTEN TO BOTTOMTIMBER RAIL AND BOTTOMBATTEN) TYP.

H4 TIMBER RAIL(100x50)

STEEL RAILS

FOR CONSTRUCTION

300(MAX)

SPLICE STEEL RAIL SPLICE.REFER TO SPLICE DETAIL

TOP OF FOOTPATH

6FW

SEAL WELD TOP PLATE(THICKNESS TO MATCH EA)TO TOP OF SHS

6FW (TO UNDERSIDE OF EA)BOTH SIDES

75 x 6 x 240 PL ON UNDERSIDE OFHORIZONTAL FLANGE

4 - M8 BOLTS

4040

40

4040

40

75

1-

JOINT

125

250

250

375

375

100

100

75 x 75 x10 mm. THICK PLASTIC SHIMSAT BOLT LOCATIONS.

M16 STAINLESS STEEL. THREADED RODTHROUGH POST FIXED INTO THREADEDRAMSET INSERT, DRILLED AND EPOXIEDINTO DECK/FOOTPATH USING EPCONC6, OR APPROVED EQUIVALENT.NEOPRENE WASHERS SHALL BEPROVIDED BETWEEN THE STAINLESSSTEEL NUT/WASHER AND POST.

100x50 MSG8 H4 TIMBER RAIL.BOLTED TO EA.

M8 ROUNDED HEAD BOLTS.GALV. AT 1000 MAX C/C.

EA RAILS GALV WELDED TO POST(90x90x6 EA) TYP. RUN CONTINUIOUSINFRONT/ON TOP OF POST.REFER TO POST TO RAIL DETAIL

100x175 MSG8 H4 TIMBER TOP RAIL

M8 ROUNDED HEAD BOLTS. GALV. AT1000 MAX C/C

40x40 CHAMFER

50x50 MSG8 TIMBER INFILL.H4 FIXED TO TIMBER RAILS USING 8GSTAINLESS STEEL SCREWS.

100x100x6 SHS STEEL POST. AT2000 MAX C/C GALV.

1-

BARRIER DETAILSCALE 1:10

FOOTPATH

DECK

SCALE 1 : 50PEDESTRIAN BARRIER PART ELEVATION

TIMBER BOTTOM BATTEN

SCALE 1 : 5POST TO RAIL DETAIL

SCALE 1 : 5RAIL SPLICE DETAIL

SCALE 1 : 5POST TO TOP RAIL DETAIL

4FW

4FW

14035

SCALE 1 : 200BARRIER POST LAYOUT PLAN

3 SPACES OF 1700

7 SPACES OF 1600

3 SPA

CES

OF 18

00

7 SPACES OF 1600

3 SPA

CES

OF 16

00

OUTLINE OF BRIDGEAND WINGWALLS

WEST ABUTMENT℄

EAST ABUTMENT℄

℄ BRIDGE

2 SPACES OF1700



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET PEDESTRIAN BARRIER STRUCTURAL

6204430-SB-0401 1

2.80

2.84

2.96

3.12

3.002.94

2.85

2.97

2.74

2.53

2.75

2.88 2.91

2.90

3.08

2.96

2.82

3.213.14

3.12 3.24

Punanganui Market

3.12R4786215

BRID

GE ℄


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6204

430-

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801.D

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FOR CONSTRUCTIONSCALE 1 : 100CIVIL AND BACKFILL

MAIN ROADMAIN ROAD

AVAT

IU S

TREA

M

PUNANGANUI MARKET

EXISTINGBUILDING

EXISTINGBUILDING

TOP

OF B

ANK

TOP

OF B

ANK

FLOW

FLOW

TOP

OF B

ANK

℄

WEST ABUTMENTCONTINUE 2.00m WIDE FOOTPATHAROUND

NEW SUMP TO COLLECT WATERFROM BRIDGE AT END OF KERB

MAINTAIN SIGN IF POSSIBLE

2.00m WIDE FOOTPATHTO TIE INTO FUTUREROUNDABOUT DESIGN

2.00m WIDE FOOTPATHTO TIE INTO FUTUREROUNDABOUT DESIGN

EAST ABUTMENT℄

NOTES:1. ABUTMENT BACKFILLING AND COMPACTION SHALL BE

CARRIED OUT AFTER BACKWALL HAS REACHED ITS 28DAY STRENGTH.

2. BACKFILL SHALL BE INSTALLED WITH A MAXIMUMDIFFERENTIAL BETWEEN ABUTMENTS OF 0.5m.

3. ALL CONSTRUCTION PLANT AND OTHER VEHICLESHAVING A MASS OF OR GREATER THAN 1500kg SHALL BEKEPT A MINIMUM OF 2m AWAY FROM THE BACK OF THEWALLS.

4. THE PLANT USED FOR COMPACTING FILL MATERIAL SHALLBE RESTRICTED TO

4.1 VIBRATING ROLLERS, HAVING A MASS PER METRE WIDTH OF ROLLER NOT EXCEEDING 1300kg WITH

TOTAL MASS NOT EXCEEDING 1500kg.

4.2 VIBRATING PLATE COMPACTORS HAVING A MASS NOT EXCEEDING 100kg.

4.3 VIBRO TAMPERS HAVING A MASS NOT EXCEEDING75kg.

5. BACKFILL MATERIAL BEHIND ABUTMENT

5.1 SHALL BE COMPACTED IN ACCORDANCE WITH ICISTANDARD PRACTICE

5.2 SHALL BE GAP 65 OR APPROVED EQUIVALENT

6. ASPHALT SURFACING TO BE 50 THICK AC14 OR ICIAPPROVED EQUIVALENT DENSE GRADE ASPHALT

7. LEVELING COURSE IS A DG10 (DENSE GRADED NOMINALAGGREGATE SIZE OF 7 - 10mm) ON A WATERPROOFINGMEMBRANE (BITUMEN), OR ICI APPROVED EQUIVALENT

8. REFER TO NZTA M10:2014 FOR PAVEMENTSPECIFICATIONS

9. ALL PAVEMENT JOINTS TO BE SEALED

10. FOOTPATHS OFF THE BRIDGE TO BE CONSTRUCTED WITH100mm THICK, 20MPa UNREINFORCED CONCRETE ON TOPOF A MINIMUM OF 100mm GRANULAR FILL. FORMED CONTRACTION JOINTS OF 3-5mm DEPTH ARE TO BE PROVIDED AT THE INTERFACE WITH THE BRIDGE DECKAND THEN AT A MAXIMUM SPACING OF 1.20m TRANSVERSALLY ACROSS THE FOOTPATH, OR AN ICI APPROVED EQUIVALENT.

EXISTINGBUILDING

OUTLINE OF EXISTING BRIDGE(TO BE DEMOLISHED)


FOOTPATH

FOOTPATH

N

STANDARD KERB AND CHANNEL

PAVEMENT FILL BUILD UP CONTOURS

DROP KERBS

STANDARD KERB AND CHANNEL

PAVEMENT FILL BUILD UP CONTOURS

0.00m0.05m

0.10m0.15m0.20m

0.25m0.00m0.05m

0.10m

0.15m

0.20m

0.25m

SCALE 1 : 10STANDARD KERB AND CHANNEL

130 20 300

170

3015

0

350

450

R 4.80m

R 65

.00m

* OR APPROVED EQUIVALENT

R1.70

m



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET CIVIL AND BACKFILL DETAILS STRUCTURAL

6204430-SB-0801 1


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6204

430-

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901.D

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FOR CONSTRUCTION

INSTALL SHEET PILES

TEMPORARY BARRIER

STAGE 1: INSTALL SHEET PILES BEHIND EXISTING ABUTMENTS STAGE 2: CONSTRUCT ABUTMENT PILE CAPS STAGE 3: DEMOLISH PORTION OF EXISTING BRIDGEDEMOLISH TO THE EDGE OF THE EXISTING ARCH SECTION(APPROX. 10m. WIDTH)

EXCAVATE BEHIND EXISTINGABUTMENT AND CONSTRUCTLOWER PORTION OF PILE CAPOVER SOUTHERN SIDE OF THEABUTMENT

EXCAVATE BEHIND EXISTINGABUTMENT AND CONSTRUCTLOWER PORTION OF PILECAP OVER SOUTHERN SIDEOF THE ABUTMENT

CONSTRUCT SHEET PILECONCRETE FACING.

INSTALL PRECAST U BEAMS

CONSTRUCT SETTLEMENTSLAB

POUR ABUTMENT BACKWALLPOUR DECK

STAGE 4: PLACE PRECAST BEAMS STAGE 5: POUR ABUTMENT BACKWALL STAGE 6: POUR DECK SLAB THEN BACKFILL BEHIND ABUTMENT (AFTER 7 DAYS)

STAGE 7: POUR FOOTPATH AND INSTALL BARRIERS

INSTALL PEDESTRIAN BARRIER

POUR FOOTPATH

TEMPORARY BARRIER

STAGE 8: SWITCH TRAFFIC AND REPEAT STAGES 1-7 FOR NORTHERN SIDE

TEMPORARY BARRIER

INSTALL SURFACING ANDROAD MARKINGS

BACKFILL TO TOPOF PILE CAP

CONSTRUCT WING WALLS.

TYPE B CJ TYPE B CJ

TYPE B CJ TYPE B CJ TYPE B CJ

TYPE B CJ

REMAINING PORTION OFEXISTING BRIDGE

REMAINING PORTION OFEXISTING BRIDGE

LIVE FOOTPATH

LIVE TRAFFIC

LIVE FOOTPATH

LIVE TRAFFIC

LIVE FOOTPATH

LIVE TRAFFIC

LIVE FOOTPATH

LIVE TRAFFIC

LIVE FOOTPATH

LIVE TRAFFIC

LIVE FOOTPATH

LIVE TRAFFIC

LIVE FOOTPATH

LIVE TRAFFIC

LIVE FOOTPATH

LIVE TRAFFIC

NOTES:

1. REFER DRAWING NO. SA-0001 FORGENERAL NOTES.

2. REFER DRAWING NO. SA-0002 &SA-0003 FOR REINFORCEDCONCRETE GENERAL NOTES.

3. ALL CONSTRUCTION JOINT 'CJ' TOBE TYPE B AS PER NZS3109 UNO.THE LOCATION OF CONSTRUCTIONJOINTS SHOWN ON THE DRAWINGSREPRESENT THE DESIGN INTENT.ALTERNATIVE CONSTRUCTIONJOINTS MAY BE DEVELOPEDTHROUGH CONSULTATION WITH THEDESIGNER.

4. ONE LANE OF TRAFFIC AND ONEFOOTPATH TO BE KEPT OPEN FORPUBLIC ACCESS AT ALL TIMES.

5. IT IS SUGGESTED THAT PARTIALDEMOLITION OF THE BRIDGESHOULD BE DONE ALONG THEINTERFACES BETWEEN THEVARIOUS BRIDGE TYPES THAT MAKEUP THE EXISTING BRIDGE(ARCH/PRECAST BEAMS, ETC.)

6. CONTRACTOR TO SUBMITPROPOSED CONSTRUCTIONSEQUENCE TO ENGINEER FORREVIEW.

7. CONTRACTOR TO CONSIDER THESTABILITY OF THE EXISTINGSTRUCTURE DURING NEW BRIDGECONSTRUCTION AND PROVIDE ANYTEMPORARY WORKS REQUIRED FORSTABILITY.

℄ BRIDGE

EAST ABUTMENT℄

WEST ABUTMENT ℄

EAST ABUTMENT℄

WEST ABUTMENT ℄

EAST ABUTMENT℄

WEST ABUTMENT ℄

EAST ABUTMENT℄

WEST ABUTMENT ℄

EAST ABUTMENT℄

WEST ABUTMENT ℄

EAST ABUTMENT℄

WEST ABUTMENT ℄

EAST ABUTMENT℄

WEST ABUTMENT ℄

EAST ABUTMENT℄

WEST ABUTMENT ℄

TEMPORARY RETAINING

TEMPORARY RETAINING

RELOCATE SERVICES

INSTALL SHEET PILESFOR TIE-BACK SYSTEM

CONSTRUCT PILE CAP FORPERMANENT TIE-BACKSHEET PILES

INSTALL TIE-BACK BARS

REMOVE TEMPORARY TIE-BACKBARS AND TEMPORARY SHEETPILES 7 DAYS MINIMUM AFTERDECK POUR

DEMOLISH EXISTING BRIDGE ANDEXCAVATE OUT IN FRONT OF THE SHEETPILES. (NOTE SOME EXCAVATION WILL NOTBE POSSIBLE ADJACENT TO THE REMAININGSECTION OF BRIDGE ABUTMENT)

℄ BRIDGE℄ BRIDGE

℄ BRIDGE ℄ BRIDGE ℄ BRIDGE

℄ BRIDGE ℄ BRIDGE

TEMPORARY BARRIER TEMPORARY BARRIER

TEMPORARY BARRIER TEMPORARY BARRIER TEMPORARY BARRIER



NTS

NTSB. FLYNNL. CHEN


31/07/19

G.Brown31/07//1931/07/19

25/07/19

BRIDGE REPLACEMENTAVATIU PUNANGANUI MARKET PROPOSED CONSTRUCTION SEQUENCE STRUCTURAL

6204430-SB-0901 1

civil and structural drawings project no avatiu...

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