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2015-03-31 I&S Committee - Item 5 - Attachment 2 - Munna Pt Bridge Repairs Design Drawings
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ATTACHMENT 2 ITEM 5 I&S COMMITTEE MUNNA PT BRIDGE REPAIRS DESIGN DRAWINGS
ATTACHMENT 2 ITEM 5 1&S COMMITTEE MUNNA PT BRIDGE REPAIRS DESIGN DRAWINGS
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CONSTRUCTION NOTES ITEM PRODUCT SPECIFIC REQUIREMENTS
NON SHRINK GROUT (FOR STEEL COLUMNS - PARCHEM CONBEXTRA C OR SIKA PREPARE AND PLACE IN ACCORDANCE Chat
REFER DRAWING 14500-S05) “SIKAGROUT 100” SUITABLE FOR 10-100MM WITH MANUFACTURERS TDS. ARRANGE <3 oy Ys
DESIGN LOADINGS/PARAMETERS: THICKNESS) FOR COMPRESSION CYLINDER TEST x 3 S
D1 PARCHEM CONTACT: SHAWN PERRY, 3902 FOR MINIMUM OF 4 BATCHES. a x,
. STRUCTURE IMPORTANCE LEVEL: BRIDGE CLASSIFICATION TYPE II, (PER AS5100.2 Cl.14.3.2) 2300 OR 0435 966 205
D2
. DESIGN SPECIFICATIONS: AS 5100 - 2004 EXCEPT WHERE NOTED.
D3 UNDERWATER REPAIR EPOXY (FOR CRACK DENSO “SEASHIELD SPLASHZONE EPOXY VEE-OUT CRACKS USING TO DIMNS on 3 OR
. CONCRETE UNIT WEIGHT (INCL REINFORCING): 25.5kN/m?,
D4 REPAIRS) MASTIC” SHOWN ON DRG 02600-S009. BLAST CLEAN
. ASPHALT UNIT WEIGHT; 24.5kN/m*
CONTACT: 1300 658 590 WITH ABRASIVE OR HIGH PRESSURE
D5. WATER. MIX AND PLACE IN ACCORDANCE yen PAS
. DESIGNTRAFFIC LOADING: T44; HLP320, W70 AS PER AS5100-2004, PART 7 RATING OF EXISTING BRIDGE.
WITH MANUFACTURER'S TDS AN
D6
. SERVICES: NO ALLOWANCE FOR FUTURE SERVICES. (DON'T DRILL INTO DECK UNITS!) REPAIR MORTAR TYPE A (FOR SMALL PATCH PARCHEM “RENDEROC HB40” PRIME, PREPARE, PLACE AND CURE IN
REPAIRS) ACCORDANCE WITH MANUFACTURERS
D7
. BRIDGE TEMPERATURE RANGES: +49°C, 3°C. TDS. AVOID USING IN LOCATIONS THAT
WILL BE WETTED BY RISING TIDE WITHIN 5
D8.
. AVERAGE BRIDGE TEMPERATURE: 25-30 °C FOR SETTING BEARINGS AND EXPANSION JOINTS AND GROUTING OF HOURS OF PLACEMENT.
DECK UNIT HOLD DOWN BOLTS.
REPAIR MORTAR TYPE B (FOR LARGE PARCHEM “RENDEROC LA55” REFER TO CONSTRUCTION SEQUENCE,
REPAIR AREAS OF PILECAPS) CONTACT: SHAWN PERRY, 3902 2300 OR 0435, DRG 02600-S008. ARRANGE FOR
D9. DIFFERENTIAL SETTLEMENT: 10mm.
966 205 COMPRESSION CYLINDER TEST x 3 FOR
MINIMUM OF 4 BATCHES.
D10.WATER/FLOOD FLOW:
BROOMED FINISH TO TOP SURFACE
- Q2 VELOCITY = 0.5 m/s
- Q2000 VELOCITY = 1.5 m/s* REPAIR GROUT TYPE C (FOR PILE DENSO “SEASHIELD 510 UNDERWATER REFER TO CONSTRUCTION SEQUENCE, '
ENCASEMENTS) GROUT” (CEMENT BASED); OR PARCHEM DRG 02600-S011. ARRANGE FOR
FLOOD LEVELS AND VELOCITIES HAVE BEEN OBTAINED FROM HYDRAULIC MODELLING PREPARED BY
“CONBEXTRA UW”; OR BATCHED CONCRETE COMPRESSION CYLINDER TEST x 3 FOR
ARUP (2011). PER NOTE C2 MINIMUM OF 20 BATCHES.
ACTUAL FLOOD LEVELS AND VELOCITIES COULD VARY. BAR CHAIRS & SPACERS FRANK PREMIUM EXTRUDED FIBRE
- LIMIT STATE FACTORSHAVE BEEN APPLIED TO FLOOD FORCES IN ACCORDANCE WITH AS5100.2 FIGURE CONCRETE, P:1300 853 235
15.2.1. CURING METHOD TYPE A 0.2mm PLASTIC SHEETING SOAK SURFACE WITH FRESH WATER.
WRAP IN PLASTIC, TAPED AT LAPS AND.
D11.THE FOLLOWING MAXIMUM SCOUR HAS BEEN CONSIDERED FOR PILE AND BRIDGE STRUCTURAL CAPACITY CORNERS TO SEAL IN WATER VAPOUR.
DESIGN: KEEP PLASTIC IN PLACE FOR 5 DAYS SITE
PIERS - TEMPORARY SCOUR TO RL -6.6 (3m SCOUR). (NOTE: IT IS ASSUMED THAT SCOURED MATERIAL WOULD BE MINIMUM LJ
REPLACED WITHIN 6 MONTHS BY COUNCIL INTERVENTION OR NATURAL REPLACEMENT) COATING TYPE 1 (FOR PILECAPS, TIDAL PARCHEM VANDEX BB75-E-Z CLEAN AND DAMPEN ALL SURFACES WITH We YBA CREE, TENT ae ®
ZONES) CRACK-ACCOMODATING CEMENT BASED FRESH WATER. APPLY PRODUCT AT LOW
D12. DESIGN GUST WIND SPEED (ULTIMATE): Vsite = 61 METERS/SEC; TERRAIN CATEGORY 2; REGION B; AVERAGE WATERPROOFING BARRIER, APPLIED IN TWO TIDE TIMES, PER MANUFACTURER TDS.
RECURRANCE INTERVAL: 2000 YEARS COATS. TOTAL MINIMUM LAYER THICKNESS PREVENT OVERSPRAY / SPILLS INTO
FOR TWO COATS TO BE 2.5MM WATERWAY
D13. EARTHQUAKE DESIGN CATEGORY (AS5100.2 TABLE 14.3.1):BEDC-2; ACCELERATION COEFFICIENT a:0.08SITE FACTOR S:
COATING TYPE 2 (CONCRETE DURABILITY - SRAYED AQURON 7000 SYSTEM (CONTACT: TO BE APPLIED BY SUPPLIER PER
1.25
DRY ZONES) NELSON HISCOCK, 1800 693 694 OR 0400 675 MANUFACTURER TDS. PREVENT
D14. LANE WIDTH: 3.0m 619); OR APPROVED SILANE ALTERNATIVE OVERSPRAY INTO WATERWAY
D15. ROAD DESIGN SPEED AS FOLLOWS: COATING TYPE 3 (STRESSING BARS) 41. TWO COATS AKZONOBEL “INTERZONE PREPARATION: DEGREASE AND CLEAN SM ABY MENT 4
954” (90 MINS POTLIFE AT 25 DEG.C). EACH WITH POWER TOOL. BEARING PLATE TO
- ALL: 60 KM/HR COAT TO BE 125 MICRON WET FILM BE WHIP OR BRUSH BLASTED. REPLACE
THICKNESS. BEARING PLATES WHERE NOTED ON DRG
D16. DESIGN TRAFFIC VOLUMES: CONTACT: NIGEL WILLIAMS, 3892 8875 OR 0417 |02600-S004. PREPARE AND INSTALL IN
- 2011 AADT: 5300-7100 VEHICLES PER DAY PER LANE PER SCC TRAFFIC STUDY BY DIANNE HAYES 617 125 ACCORDANCE WITH MANUFACTURER'S,
TDS
D17. BRIDGE TRAFFIC BARRIERS: REGULAR PERFORMANCE LEVEL (TL-3), DOUBLE STEEL BRIDGE TRAFFIC RAILS WITH
PEDESTRIAN INFILL BARS COATING TYPE 4 (HANDRAILS, SITE OR SHOP
1. PRIMER: AKZONOBEL “INTERCURE 200”, 50 WORKS TO BE PER MRTS85 “REPAINTING
APPLIED) MICRON DFT STEEL BRIDGE’S.
GENERAL (INFRASTRUCTURE): 2. TOP COAT: “INTERFINE 878” POLYSILOXANE, }CARRY OUT PRIMER ADHESION TEST ON WB
75 MICRON DFT. COLOUR TO BE ADVISED. SMALL EXISTING COATED SECTION
BEFORE ORDERING BULK MATERIALS.
G1, CURRENT EDITION OF NOMINATED STANDARDS TO BE USED, UNO
G2. THESE PROJECT DRAWINGS AND SPECIFICATIONS ARE THE PRINCIPAL'S PROJECT REQUIREMENTS. PREPARE SURFACE BY REMOVING ALL anan
LOOSE PAINT AND SCALE. LIGHTLY BRUSH
BLAST.
- THE DESIGN AND CONSTRUCT CONTRACTOR IS TO UTILISE THIS INFORMATION AND THEIR OWN INVESTIGATIONS TO
PREPARE COATINGS IN ACCORDANCE
DEVELOP THEIR OWN DESIGN AND SPECIFICATION TO THE SATISFACTION OF THE PRINCIPAL. WITH MANUFACTURER'S SPECIFICATION.
- THE DESIGN AND CONSTRUCTION ULTIMATELY BECOMES THE RESPONSIBILITY OF THE DESIGN AND CONSTRUCT PREVENT DEBRIS AND OVERSPRAY FROM Oo
CONTRACTOR ENTERING WATERWAY.
TO NOOSAVILLE
G3. DESIGN LIFE & DESIGN CERTIFICATION RESPONSIBILITY OF ITEMS SHOWN ON THESE DRAWINGS: COATING TYPE 5 (STEEL COLUMNS - REFER 1. ABRASIVE BLAST COLOUR: GREY TO MATCH CONCRETE. GYMPIE TERRACE
DRAWING 14500-S05, SHOP APPLIED) 2. HOT METAL SPRAY TSA150 PER AS2312 PRIOR TO HOT METAL SPRAY, PREPARE NOOSA PARADE “
ITEM DESIGN LIFE (YEARS)* ENTITY RESPONSIBILE FOR DESIGN (ALUMINIUM), 150 MICRON DFT) SURFACE BY ABRASIVE BLASTING CLASS re TT
CERTIFICATION 3. PRIMER: AKZONOBEL “INTERGARD 251”, 50 3. PREPARE AND APPLY COATINGS IN
PILECAP REPAIRS 50 D&C CONTRACTOR MICRON DFT ACCORDANCE WITH MANUFACTURER'S, ‘
PILE ENCASEMENTS. 50 D&C CONTRACTOR 4, INTERMEDIATE COAT: “INTERPLUS SPECIFICATION DATED pa} |
SACRIFICIAL GALVANIC PROTECTION 10 MINIMUM, 15 DESIRABLE D &C CONTRACTOR 1180” HIGH BUILD EPOXY, 125 MICRON DFT
OPTIONAL CATHODIC PROTECTION SYSTEM 50 D&C CONTRACTOR 5. TOP COAT: “INTERFINE 878” POLYSILOXANE,
REFERENCE ELECTRODES 20 D&C CONTRACTOR 75 MICRON DFT (DRY FILM THICKNESS)
COATINGS 15 D &C CONTRACTOR OR HIS NOMINATED
OPTIONAL TYPE B DECK WATERPROOFING 20 COATING SUPPLIER COATING TYPE 6 (ABUTMENT WINGWALLS) 1. HYDROBLAST WALLS TO REMOVE OLD COLOUR: GREY. Ww LOCALITY PLAN
PAINT, DEBRIS AND ALGAE.
D & C CONTRACTOR OR HIS NOMINATED
2. PRIMER: AKZONOBEL “INTERCRETE PREPARE SURFACE AND APPLY IN
AND DWS REPLACEMENT WATERPROOFING SUPPLIER
4811” POLYMER MODIFIED CEMENTITIOUS ACCORDANCE WITH MANUFACTURER'S
* ITEMS MUST BE MAINTAINED TO ACHIEVE DESIGN LIFE. NOMINATE A MAINTENANCE OFFICER. REFER TO MAINTENANCE COATING TO 1000 MICRON DFT TDS
RECOMMENDATIONS ON THESE DRAWINGS AND MANUFACTURER'S RECOMMENDATIONS FOR INSTALLED PRODUCTS.
3. TOP COAT: “INTERCRETE 4811” POLYMER
MODIFIED CEMENTITIOUS COATING TO 1000 CAPTURE DEBRIS FROM HYDROBLASTING
G4, DRAWINGS TO BE READ IN CONJUNCTION WITH:
MICRON DFT AND DISPOSE OFF SITE
- ORIGINAL BRIDGE STRUCTURE DRAWINGS PREPARED BY JOHN WILSON & PARTNERS (CIRCA 1979). NOTE: AVAILABLE
DRAWINGS DO NOT INCLUDE PILE REINFORCEMENT DETAILS NOR DECK UNIT REINFORCEMENT DETAILS PAINT TYPE ALTERNATIVES NOT CONSIDERED |PRODUCT MAY DRY WITH A PATCHY
- PROJECT SPECIFICATION SUITABLE DUE TO RISK OF GROUND WATER APPERANCE UNTIL UNIFORMLY
- TOD CONSULTING “MUNNA POINT BRIDGE REMEDIAL WORKS (2014/2015) - REFERENCE DESIGN REPORT”, SEPT 2014 MIGRATING THROUGH WALL WEATHERED
- TOD CONSULTING “STRUCTURAL ENGINEER LEVEL 3 REPORT” (24-3-2014) PLAN INDEX
G5. WHERE SHOWN, UNO = UNLESS NOTED OTHERWISE. SHEET NUMBER SHEET DESCRIPTION
DFT = DRY FILM THICKNESS (COATINGS). 02600-NO01 NOTES, LOCALITY PLAN & DRAWING LIST
DWS = DECK WEARING SURFACE ON BRIDGE = ASPHALT. 02600-N002 NOTES
02600-N003 NOTES
PRODUCTS COATING TYPE 7 (STAINLESS STEEL FIXINGS 1. TWO COATS AKZONOBEL “INTERZONE OFF-SITE PREPARATION: ABRASI Ls 02600-N004 NOTES & REINFORCEMENT BAR ACCEPTANCE CRITERIA.
PT1. RECOMMENDED PRODUCTS FOR THE PROJECT: FOR STEEL COLUMNS - REFER DRG 954” (90 MINS POTLIFE AT 25 DEG.C). EACH RODS, NUTS AND WASHERS 02600-SK1 EXISTING CONDITION AND TEST RESULTS
02600-S005) COAT TO BE 125 MICRON WET FILM METALLIC MEDIUM. 02600-S001 STAGE 1 : COLUMN INSTALLATION
THICKNESS. ON SITE: DEGREASE A‘ RS 02600-S002 STAGE 2: PILE CAP REPAIR
CONTACT: NIGEL WILLIAMS, 3892 8875 OR 0417 |POWER TOOL. PRE! NS IN: LIN 02600-S003 STAGE 3 : PILE ENCASEMENT
617 125 ACCORDANCE TURER'S
TDS AR 02600-S004 STAGE 4 : COATING AND PROTECTION PLAN
N SS 02600-S005 NEW COLUMN INSTALLATION DETAILS OPTION 1 : STEEL
02600-S006 DELETED
02600-S007 PILE CAP REPAIR TYPE 1 SHEET 1
Se 02600-S008 PILE CAP REPAIR TYPE 1 SHEET 2
02600-S009 PILE CAP REPAIR TYPE 2 SHEET 1
02600-S010 PILE CAP REPAIR TYPE 2 SHEET 2
02600-S011 PILE ENCASEMENT DETAILS
O 02600-S012 DECK REPAIRS - JOINTS, WATERPROOFING AND SCUPPERS
FOR EXISTING CONDITION AND TEST RESULTS. REFER TO SHEET SK1
NOTES: FOR ALL JOB RELATED NOTES REFER TO SHEETS NO01 - NO03
4 PLEASE PRINT IN COLOUR FOR ALL OVERVIEW OF REPAIRS REFER TO SHEETS S001 - S004
FOR ALL DETAILED REPAIR PLANS REFER TO SHEETS S005 - S012
2 REFER TO DRAWINGS NO001 - NO04 FOR PROJECT SPECIFIC NOTES
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to £ SCONCE P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |NOTES, LOCALITY &
copyright in accordance with the
agreement between Tod Designed Verified
Consulting pty Itd (tc) and tc's 20.10.14, AMENDED AS CLOUDED NV C DOWDING MAY 2014 DESIGN - MUNNA POINT, NOOSA DRAWING LIST Drawing Number
client. This drawing shall only be 5.9.14 AMENDED AS CLOUDED NV consulting engineers Approved RPEQ No RDP 02600 -N001
used for this specific project.
02.7.14 | ISSUED FOR TENDER PC Noosa: 07 5449 9600 DOWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used 26.6.14 | ISSUED FOR REVIEW PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 ns Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 28.5.14| ISSUED FOR COMMENT PC [email protected] www todconsulting.com eD 20.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSee the original
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Full text of sections 2 to 14 (of 16)
Section 2
P9. INSTALLED PILE JACKETS AND REINFORCEMENT SHALL BE FLUSHED OF SALT WATER BY PUMPING IN SUFFICIENT R5. BAR SHAPES AS SHOWN ON:TMR STANDARD DRAWING 1043, U.N.O.
LOCKING COMPOUND (STEEL COLUMN 7471 ACTIVATOR +LOCTITE 272 MUST USE ACTIVATOR OR 272 WON'T
FIXINGS - REFER DRG 02600-S005) BOND SS PARTS TOGETHER FRESH WATER AT BOTTOM TO REPLACEMENT ENTIRE VOLUME OF PILE JACKET + 10%; NOT MORE THAN 30 MINUTES R6. HOOKS AND COGS SHALL BE AS DETAILED ON:TMR STANDARD DRAWING 1044.
PRIOR TO GROUT INSTALLATION.
R7. LAPS AND OTHER SPLICES IN REINFORCEMENT SHALL ONLY BE MADE AT THE POSITIONS SHOWN ON THE
AC WATERPROOFING (SACRIFICIAL - 2 YEAR SRS ROADS “SEALCOAT” MICRO-SURFACING TO PROTECT DECK CONCRETE FROM P10. GROUT TO BE INSTALLED BY PUMPING IN AT BOTTOM OF JACKET, TO DISPLACE THE FRESH WATER.
TARGET LIFE) SEALANT SALTS, WITHOUT REMOVING EXISTING DRAWINGS UNLESS ALTERNATIVE OR EXTRA LOCATIONS ARE APPROVED IN WRITING BY THE SUPERINTENDENT.
CONTACT: STAFFORD FALLEN, P: 3851 4808; DWs P11. A MINIMUM OF 10 PILE JACKETS SHALL BE OPENED 14-28 DAYS AFTER POURING, AND COMPLETED PILE R8. DO NOT CUT REINFORCEMENT TO CLEAR PENETRATIONS, SLEEVES OR H.D BOLTS. DISPLACE REINFORCEMENT
0418 737 384
ENCASEMENTS SHALL BE INSPECTED BY UNDERWATER CAMERA OR DIVER. JACKETS SHALL BE RE-CLOSED (IF SLIGHTLY AS NECESSARY AND PROVIDE CORRECT COVER TO THE PENETRATIONS, SLEEVES OR H.D BOLTS.
POSSIBLE) AT THE COMPLETION OF THE INSPECTION. ENCASEMENTS WITH CONCRETE WITH CRACKS EXCEEDING LIMIT
OPTIONAL TYPE B WATERPROOFING INSTALL WATERPROOFING MEMBRANE TYPE B GIVEN IN CONCRETE NOTE C7 MUST BE REPLACED OR REPAIRED. OBTAIN SUPERINTENDANT APPROVAL FOR R9, REINFORCEMENT LAP SPLICE LENGTHS (MILLIMETRES) (U.N.O ON DRAWINGS)
REMOVE EXISTING DWS.
(NON-SACRIFICIAL PER MRTS 84 INSTALL WATERPROOFING MEMBRANE SOLUTION BEFORE COMMENCING WORK.
PER MRTS 84. BAR LOCATION DS500N BAR DIAMETER (mm)
INSTALL NEW DG14 ASPHALT DWS AT
CONCRETE: 12 16 20 24 28 32
COMPLETION.
LAP LENGTH (mm)
DECK JOINTS IN ROADWAY (PIERS 1-6) GRANOR XJS JOINT SYSTEM REMOVE EXISTING STEEL JOINT SYSTEM. ALL 450 600 850 1200 1400 1750
CONTACT: MICHAEL HEARD P: 0433 103 445 OR C1. CONCRETE WORKS TO BE IN ACCORDANCE WITH: TMR MRTS 70 CONCRETE, WITH THE FOLLOWING SPECIFIC
5476 8202 REQUIREMENTS
DECK JOINTS IN FOOTPATH LATHAM HHS-50 FLEXIBLE STAINLESS STEEL USE GR 316 STAINLESS FIXING BOLTS
EXPANSION JOINT C2. CONCRETE STRENGTH, REINFORCEMENT COVER, SLUMP AND SURFACE FINISH SHALL BE AS FOLLOWS: WELDED MESH 450mm LAP
PT2. PRODUCT TRADE NAMES HAVE BEEN USED TO ESTABLISH A QUALITY REQUIREMENT. SUBMIT ALTERNATIVES FOR WELDING OF REINFORCEMENT:
REVIEW, BEFORE PROCUREMENT.
WR1. WHERE LAPPED SPLICES ARE NOT POSSIBLE, EXISTING REINFORCEMENT MAY BE SPLICED TO NEW
REINFORCEMENT USING FILLET WELDS.
DIMENSIONS/LEVELS:
REO COVER WR2. WELDING TO BE IN ACCORDANCE WITH AS/NZS1554 PART 3. HYDROGEN CONTROLLED WELDING PROCESSES AND
L1, CONSTRUCTION TO BE SET OUT USING:SURVEY BENCHMARKS PROVIDED BY CONTRACTOR'S REGISTERED fic (MPa) / AGGREGATE (mm) - ALL TARGET LOW HYDROGEN ELECTRODES TO BE UTILISED. INTERPASS TEMPERATURE TO BE LIMITED TO 200 DEG.C.
SURVEYOR ITEM EXP SIZE (mm) FACES SLUMP (MM) REQUIREMENTS
$32 FIBRE CONCRETE WR3. WELDS TO BE CONTINUOUS FILLET, CATEGORY SP, ELECTRODES TO BE E48XX.
L2, ALL LEVELS AND SETOUT POINTS ARE TO BE CONFIRMED ON SITE BY REGISTERED SURVEYOR PRIOR TO
IMPREGNATED WITH 50MM
CONSTRUCTION. ADVISE ANY DISCREPANCY BEFORE PROCEEDING. WR4. WELDS SHALL NOT BE PERMITTED WITHIN 3 BAR DIAMETERS OF THAT PART OF A BAR THAT HAS BEEN BENT AND
VIRGIN POLYPROPYLENE
FOOTPATH AT RATE OF 0.9KG/CU.M. BROOMED FINISH RESTRAIGHTENED.
L3. DIMENSION STANDARDS:
FIBRECRETE AT STEEL FIBRES NOT
- REDUCED LEVELS, CHAINAGES AND COORDINATES ARE ALL IN METRES. JOINTS B2 PERMITTED N/A 100 WRS5. WELD SIZE AND LENGTH SHALL BE AS PER TABULATED BELOW:
- ALL OTHER DIMENSIONS ARE IN MILLIMETRES. ALL MIXES TO BE TRIALLED PER TMR MRTS 70 CLAUSE 11.5, BEFORE
COMMENCING SITE WORKS. DS500N BAR DIAMETER (mm)
L4, ALL LEVELS ARE TO AUSTRALIAN HEIGHT DATUM. 12 16 20 24 28 32
ALTERNATIVE MIXES TO BE SUBMITTED FOR REVIEW WELD SIZE (mm) 6 8 10 12 14 16
L5. DIMENSIONS SHALL NOT BE SCALED FROM DRAWINGS.
ALL CONCRETE TO BE VIBRATED, UNO. WELD LENGTH (DOUBLE /2 SIDES x 60mm 2 SIDES x 80mm 2 SIDES x 100mm 2 SIDES x 120mm 2 SIDES x 140mm 2 SIDES x
LAP SPLICE) 160mm
PROGRAMME AND CONSTRUCTION CONSTRAINTS: C3. EXPOSED CONCRETE EDGES HAVING CONTAINED ANGLE OF LESS THAN 120°: PROVIDE 25mm FILLETS OR WELD LENGTH (SINGLE 1 SIDE x 110mm 1 SIDE x 145mm 1 SIDE x 180mm 1 SIDE x 220mm 1 SIDE x 260mm 1 SIDE x
CHAMFERS AS APPROPRIATE, UNO. LAP SPLICE) 290mm
PR1. CONSTRUCTION CONTRAINTS:
C4. SUPPORT REINFORCEMENT ON CHAIRS AND SPACERS TO GIVE CORRECT CONCRETE COVER USING EXTRUDED
A) REFER TO SPECIFICATION AND DRAWINGS FOR TRAFFIC LANE & LOAD LIMITS, PEDESTRIAN PATH ACCESS, FIBRE CONCRETE BLOCKS (60MPa MINIMUM COMPRESSIVE STRENGTH) OR STAINLESS STEEL NIBS WELDED TO THE EPOXYING OF REINFORCEMENT:
AND MARINE TRAFFIC REQUIREMENTS REINFORCEMENT
B) CONTRACTOR'S SITE COMPOUND TO BE LOCATED IN NOOSA-TEWANTIN APEX BICENTENIAL PARK (CNR RE1.REINFORCEMENT MAY BE EPOXIED INTO CONCRETE IN THE FOLLOWING LOCATIONS:
QUAMBY PLACE AND NOOSA PARADE). REFER TO PROJECT SPECIFICATION FOR DETAILS C5. JOINTS - WHERE SHOWN ON THE DRAWINGS
Cc) FRESH WATER TO BE SUPPLIED BY NOOSA COUNCIL - REFER TO PROJECT SPECIFICATION FOR DETAILS - PROVIDE JOINTS ONLY WHERE SHOWN ON THE DRAWINGS. OBTAIN RPEQ ENGINEER APPROVAL FOR ANY JOINT RE2. EPOXY REQUIREMENTS:
CHANGES BEFORE CARRYING OUT WORK.
- POUR JOINTS IN PILECAPS:
TEMPORARY WORKS: EPOXY TYPE HILT! HIT-RE 500
o SCABBLE THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE/MORTAR/GROUT IS TO BE
BAR DIAMETER (mm) 12 16 20 24 28 32
POURED UNO.CLEAN OFF DUST AND CONTAMINANTS BEFORE NEW POUR.
T1. MAINTAIN THE WORKS IN A SAFE, STABLE CONDITION AT ALL TIMES. ENSURE WORK ITEMS/PARTS ARE NOT HOLE DIAMETER (mm) 16 20 25 30 35 40
0 CONSTRUCTION JOINTS TO BE COATED WITH BONDING AGENT IF SPECIFIED ON DRAWINGS. BONDING
OVER-STRESSED AT ANY TIME. HOLE DEPTH/EMBEDMENT (mm) REFER DRAWINGS
AGENT: PARCHEM "NITOBOND EP", PREPARED AND INSTALLED PER MANUFACTURER SPECIFICATION.
HOLE CLEANING HOLES TO BE BLOWN/VACCUMED AND DRY
T2. CONTRACTOR'S RPEQ TO CERTIFY DESIGN AND CONSTRUCTION FOR TEMPORARY WORKS: STRUTS, PROPPING, NEW CONCRETE TO BE APPLIED WHILE BONDING AGENT IS TACKY. IF BONDING AGENT BECOMES
FORMWORK STRIPPING AND PROPPING PROCEDURES, TIE BACKS, PROTECTION WORKS, DE-WATERING SYSTEMS, TACK-FREE, APPLY SECOND COAT BEFORE CONCRETE. LOAD TESTS OF BARS REFER DRAWINGS
FORMWORK, EARLY LOADING OF CONCRETE AND THE LIKE. C6. FORMWORK TO REMAIN IN POSITION FOR FOLLOWING MINIMUM TIMEFRAMES AFTER FINISHING OPERATIONS WELDING OF BARS EPOXIED INTO NOT PERMITTED - WILL CAUSE FAILURE OF EPOXY
CONCRETE
COMPLETE, UNO:
EXISTING SERVICES:
- PILECAPS: REFER DRAWINGS 14500-S008 AND 14500-S010
ES1. LOCATE SERVICES BEFORE STARTING: SERVICE LOCATIONS SHOWN ON DRAWINGS ARE APPROXIMATE ONLY. - PILE ENCASEMENTS: PREFERABLY USE PERMENANT PILE JACKETS AS FORMWORK. IF TEMPORARY FORMWORK STEELWORK:
PROTECT SERVICES FROM DAMAGE. IS REQUIRED FOR THE CONTRACTOR'S METHODOLOGY, FORMWORK SHALL REMAIN AROUND PILE $1. ALL STEELWORK IS TO BE EXECUTED IN ACCORDANCE THE CURRENT EDITION OF MAIN ROADS STANDARD
ENCASEMENTS FOR 120 HOURS (5 DAYS) MINIMUM. MRTS 78 "FABRICATION OF STRUCTURAL STEEL K"
EROSION & SEDIMENT MANAGEMENT AND WATERWAY PROTECTION:
C7. CONCRETE SHALL BE CURED IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS AND THE STANDARD (REFER $2. TWO COPIES OF SHOP DETAIL DRAWINGS A BMITTED FOR APPROVAL PRIOR TO COMMENCING
NOTE C1): FABRICATION
E1. REFER TO JOB SPECIFICATION
PREFERRED CURING METHOD: $3. FILLET WELDS SHALL BE 6 mm, C4 P. U.N.O
PILE ENCASEMENT: WHILST WORKING: SPRAY WITH ALIPHATIC ALCOHOL AFTER FIRST SCREED, AND AGAIN AFTER EACH FINISHING $4, ALL WELDING ELECTODES TO B 4918 OR W50X TO AS 4855, U.N.O.
OPERATION
P1, PILE ENCASEMENTS ARE TO BE PROVIDED FOR TWO PURPOSES; $5. 100% OF ALL WELDS SHALL BE EXAMINED. 10% MINIMUM SHALL BE SUBJECTED TO ULTRASONIC OR
A) TO RESTRAIN ASR (ALKALI SILICA REACTION) OUTWARD-BURSTING STRESSES THAT WILL BE INDUCED BY THE PILECAPS: REFER DRAWINGS 14500-S008 AND 14500-S010 MAGNETIC PARTICLE TESYNG.
ORIGINAL PILES PILES: IF JACKETS USED, KEEP JACKETS CLOSED PERMENANTLY, APART FROM SHORT PERIODS FOR $6. ALL STEELWORK UNL 'S OTHERWISE NOTED, SPECIFIED OR APPROVED, SHALL BE COATED IN ACCORDANCE WITH
B) TO PROVIDE 100% OF THE REQUIRED LOAD-CARRYING CAPACITY FOR THE BRIDGE INSPECTIONS. IF FORMWORK USED, REFER C6. THE PRODUCTS LIST OTE PT1.
P2. PILE ENCASEMENT WORKS TO BE IN ACCORDANCE WITH: TMR MRTS 63 CAST-IN-PLACE PILES AND THE FOLLOWING FOOTPATH JOINTS (REFER 02600-S012): OPTION 1 - TO BE CURED UNDER PLASTIC, LAPPED AND TAPED. HOSE
SPECIFIC REQUIREMENTS. WITH WATER ONCE DAILY UNDER PLASTIC AND RETAPE; OR
OPTION 2 - TO BE CURED USING PLATINUM CURE-IT CURING COMPOUND TO MRTS70 CLAUSE 24.3
P3. CONSTRUCTION CONSTRAINTS: NO SEDIMENT OR CEMENTITIOUS MATERIALS TO ENTER WATERWAY
REQUIREMENTS.
P4. ENCASEMENT JACKET TYPE: PREFERABLY PERMANENT AND CONSTRUCTED USING DURABLE MATERIALS THAT DO REQUIRED CURING PERFORMANCE: CRACKS IN CONCRETE (90 DAYS AFTER PLACEMENT) SHALL NOT EXCEED 0.1mm Ss >
NOT CORRODE IN SALT WATER - PILEJAX “JOINLOX” OR APPROVED EQUAL.
P5. DESIGN ULTIMATE LOADS: PILE ENCASEMENTS TO ACHIEVE THE FOLLOWING CAPACITIES - COMPRESSION 1230kN; (BARELY VISIBLE). KN
TENSION 520kN; ASR BURSTING STRESSES FROM ORIGINAL PILE 3.25MPa; BENDING MOMENT 135kNm DURING PEAK CONCRETE WITH CRACKS EXCEEDING ABOVE LIMIT MUST BE REPLACED OR REPAIRED. OBTAIN SUPERINTENDANT
COMPRESSION AND 70kNm DURING PEAK TENSION. APPROVAL FOR SOLUTION BEFORE COMMENCING WORK.
P6. REQUIRED PILE ENCASEMENT TOLERANCES: REINFORCEMENT: Re
JACKET DIMENSIONS: OUTSIDE CIRCUMFERENCE -0MM, +10MM WHERE +ve VALUE INDICATES INCREASED SIZE R1. REINFORCEMENT SHALL CONFORM WITH:MRTS71 "REINFORCEMENT STEEL" s
OUT-OF-ROUND < 2% OF DIAMETER
R2. ALL REINFORCEMENT TO BE ACRS (AUSTRALIAN CERTIFICATION AUTHORITY FOR REINFORCING STEEL) CERTI
REINFORCEMENT COVER: -Smm, +10mm OF SPECIFIED VALUE, WHERE +ve VALUE INDICATES INCREASED COVER THE DESIGN ENGINEER RESERVES THE RIGHT TO REQUEST ACRS CERTIFICATES AT ANY TIME.
P7. FOUND PILE ENCASEMENTS AT 500MM BELOW THE CANAL BED, AS SHOWN ON DRAWING 02600-S003, UNLESS R3. ALL EXISTING AND NEW REINFORCEMENT CAGES TO BE MADE ELECTRICALLY CONTINUOUS, BY T, WEL &
APPROVED BY THE DESIGN ENGINEER. SUITABLE ALTERNATIVE, FOR SACRIFICIAL GALVANIC PROTECTION AND FUTURE/OPTIONAL CATHO! PI
P8. INSTALLED ENCASEMENT REINFORCEMENT SHALL NOT BE LEFT IN SALT WATER FOR LONGER THAN 4 HOURS R4. REINFORCEMENT SHALL BE GRADE DS500N HOT ROLLED HIGH YIELD BARS TO AS 4671. U.N. RI " S ARE
(PRIOR TO FLUSHING JACKET WITH FRESH WATER AND INSTALLING GROUT). STEEL REINFORCEMENT IN SALT WATER SPECIFIED, THESE SHALL BE ROUND BARS GRADE R250N ©
LONGER THAN THIS PERIOD SHALL BE REMOVED AND HYDRO-BLASTED WITH FRESH WATER.
<
NOTES >
4 PLEASE PRINT IN COLOUR
2 REFER TO DRAWINGS NO01 - N004 FOR PROJECT SPECIFIC NOTES
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |NOTES
copyright in accordance with the £ SCONCE Designed Verified DESIGN - MUNNA POINT, NOOSA
agreement between Tod
Consulting pty Itd (tc) and tc's C DOWDING MAY 2014 Drawing Number
client. This drawing shall only be 20.10.14, AMENDED AS CLOUDED NV consulting engineers Approved RPEQ No RDP 02600 -N002
used for this specific project.
5.9.14 AMENDED AS CLOUDED NV Noosa: 07 5449 9600 OWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
Q
This drawing shall not be used 02.7.14 | ISSUED FOR TENDER PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 d) Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 26.6.14 | ISSUED FOR REVIEW Pc [email protected] www todconsulting.com ~S CS 20.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 3
OPTIONAL TYPE B WATERPROOFING OF DECK:
DW1. DECK WEARING SURFACE (DWS) SHALL BE IN ACCORDANCE WITH MRTS84 "DECK WEARING SURFACE", WITH THE
FOLLOWING MODIFICATIONS:
- CLEAN AND PREPARE DECK PER MRTS84 CLAUSE 5
- BITUMEN PRIME TO DECK PER MRTS84 CLAUSE 6
- APPLY WATERPROOF MEMBRANE: TYPE B, MODIFIED TO USE S0.3B/S35E BINDER. COVER AGGREGATE TO BE
PRECOATED 10mm AGGREGATE.
LAY AC CORRECTOR COURSE TO CORRECT HOG AND PLANK HEIGHT DIFFERENCES PER MRTS84 CLAUSE 7.
COMPLY WITH LAYER TK LIMITS PER MRTS30 "DENSE GRADED AND OPEN GRADED ASPHALT", TABLE 12.2.6.5.
- APPLY TACK COAT PER MRTS84 CLAUSE 11
- LAY DG14 ASPHALT WEARING SURFACE (TO BE 45MM MINIMUM THICKNESS AT THINNEST POINT)
DW2
. IF SUPPLIED DECK UNITS HAVE SIGNIFICANTLY DIFFERENT HOGS (>10MM) FROM TABULATED VALUES, OBTAIN
APPROVAL FOR ADJUSTMENT OF PAVEMENT DESIGN SURFACE THICKNESS.
PAVEMENT MARKING:
PM1. PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH MRTS 45 "ROAD SURFACE DILINEATION", COLOUR: WHITE,
TYPE B GLASS BEADS OR SUPERINTENDENT APPROVED ALTERNATIVE.
ENGINEERING INSPECTION SCHEDULE (HOLD POINTS):
ES1. ARRANGE FOR:
- FORM 15 DESIGN CERTIFICATION OF DESIGN BY CONTRACTOR'S RPEQ ENGINEER
- FORM 16 CERTIFICATION OF WORKS DURING CONSTRUCTION BY AN EXPERIENCED RPEQ ENGINEER.
ES2. GIVE AT LEAST 48 HOURS NOTICE OF NECESSARY ENGINEERING SITE INSPECTIONS. THE FOLLOWING
INSPECTIONS AND TESTS ARE RECOMMENDED AS A MINIMUM:
- INSTALLATION OF SITE SEDIMENT AND EROSION CONTROLS (HOLD POINT)
- TEMPORARY WORKS INCLUDING SCAFFOLDING, EXCAVATION, SHORING, COFFER DAMS, PROPPING,
FORMWORK, AND THE LIKE (BY CONTRACTOR'S TEMPORARY WORKS ENGINEER) (HOLD POINT)
TEMPORARY LOAD LIMITS IN PLACE FOR EACH SEQUENCE (HOLD POINT)
TEST CERTIFICATES FOR STRUCTURAL STEEL (HOLD POINT)
TEST CERTIFICATES FOR STAINLESS STEEL THREADED ROD (STRENGTH CLASS 5) (HOLD POINT)
ACRS CERTIFICATES FOR STEEL REINFORCEMENT SUPPLIED (HOLD POINT)
INSPECTION OF BUTT WELD PREPARATION (STEEL COLUMNS) (HOLD POINT)
WELD TEST RESULTS (STEEL COLUMNS) (HOLD POINT)
STEELWORK COATING THICKNESS TEST RESULTS (HOLD POINT)
4 x M30 STAINLESS STEEL THREADED ROD (“A” AND “B” BOLTS) INSTALLED AT EACH END OF STEEL COLUMNS,
USING OPTIONAL HOLE POSITIONS TO AVOID CORING THROUGH REINFORCEMENT. UNUSED HOLES IN
BASEPLATE AND CAPPLATE FILLED WITH EPOXY. (VISUAL CHECK - HOLD POINT)
PULLOUT TEST RESULTS FOR M30 STAINLESS STEEL THREADED ROD (HOLD POINT)
CONCRETE MIX DESIGNS SUBMITTED (HOLD POINT)
CONCRETE AND GROUT MIX TRIAL RESULTS (HOLD POINT)
PILECAPS 2 AND 6 - REINFORCEMENT HALF CELL POTENTIALS TEST RESULTS (HOLD POINT)
INSPECTION & CONFIRMATION OF PILE ENCASEMENT TOE LEVELS BY DIVER OR UNDERWATER CAMERA (HOLD
POINT)
PILE ENCASEMENT REINFORCEMENT CAGES PRIOR TO LOWERING INTO POSITION (HOLD POINT)
PILE ENCASEMENT REINFORCEMENT - INSPECTION BY DIVER OR UNDERWATER CAMERA TO ENSURE SITE-TIED
HALF-CIRCLE LIGS ARE TIED INCORRECT POSITION BEFORE CLOSING PILE JACKETS (HOLD POINT)
PUMPING OF FRESH WATER THROUGH PILE JACKET TO DISPLACE SALT WATER (HOLD POINT)
PLACEMENT OF CONCRETE/GROUT IN PILES (WITNESS POINT)
PILE REINFORCEMENT CAGE CONNECTIVITY TESTING RESULTS (HOLD POINT)
PILE ENCASEMENT UNDERWATER INSPECTION RESULTS (JACKET OPENED FOR INSPECTION) (HOLD POINT)
PILECAP REINFORCEMENT CORROSION - VISUAL INSPECTION RESULTS (HOLD POINT)
PILECAP REINFORCEMENT CAGE CONNECTIVITY TESTING RESULTS (HOLD POINT) Ww
PILECAP PREPARED REINFORCEMENT AND REPAIRED REINFORCEMENT, PRIOR TO REPAIR MORTAR POUR
(HOLD POINT)
CONCRETE AND GROUT COMPRESSION TEST RESULTS (HOLD POINT)
REFERENCE ELECTRODE POTENTIAL RESULTS (SACRIFICIAL ANODES OFF AND ON, TO BE TAKEN AT COMMON
TIDE LEVEL) (HOLD POINT)
REFERENCE ELECTRODE POTENTIAL RESULTS (OPTIONAL CATHODIC PROTECTION OFF AND ON) (HOLD POINT)
AC WATERPROOFING (SACRIFICIAL) - SIGHTING OF SPRAY OPERATION (WITNESS POINT)
DECK JOINT INSTALLATION - SIGHTING (WITNESS POINT)
HANDRAIL STEELWORK CLEANED OF ALL LOOSE PAINT AND CORROSION (HOLD POINT)
HANDRAIL COATING PRIMER INSTALLED (WITNESS POINT)
HANDRAIL TOPCOAT INSTALLED (WITNESS POINT)
HANDRAIL COATING THICKNESS TEST RESULTS SUPPLIED (HOLD POINT)
OPERATION AND MAINTENANCE NOTES Ss >
MAINTENANCE RECOMMENDATIONS: KN
MB1. TO BE PROVIDED BY D&C CONTRACTOR Ss Re
s
oo
O
NOTES:
4 PLEASE PRINT IN COLOUR
2 REFER TO DRAWINGS NO01 - N004 FOR PROJECT SPECIFIC NOTES
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |NOTES
copyright in accordance with the £ SCONCE Designed Verified DESIGN - MUNNA POINT, NOOSA
agreement between Tod
Consulting pty Itd (tc) and tc's C DOWDING MAY 2014 Drawing Number
client. This drawing shall only be 20.10.14, AMENDED AS CLOUDED NV consulting engineers Approved RPEQ No RDP 02600 -N003
used for this specific project.
5.9.14 AMENDED AS CLOUDED NV Noosa: 07 5449 9600 OWDIN 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used 02.7.14 | ISSUED FOR TENDER PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as 26.6.14 | ISSUED FOR REVIEW Pc PO Box 61, Noosaville, QLD 4566 re 20.10.14 ROL APPROVAL VERT DATUM AHD Aid|
‘issued for construction’ in the [email protected] www todconsulting.com
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 4
TABLE 1 : MINIMUM REMAINING BAR DIAMETER
(TO BE CONFIRMED USING VERNIER CALIPER)
ORIGINAL EXISTING CONCRETE
BAR COLUMN eee
DIAMETER
r—- EXISTING TOP COVER 100mm NOM
TOP STEEL 32 @32 (800mm?) B23 (415mm?) NIL
(2 ROWS)
SIDE FACE @20 B20 (310mm?) @14 (150mm?) NIL
5/G32 —4 » L (3 ROWS) G32 @32 (800mm?) @23 (415mm?)
BOTTOM STEEL NIL
(2 ROWS)
5/G32 —4
LIGATURES / G12 @12 (110mm?) @9 (64mm?) NIL
STIRRUPS
@20 —+
— EXTERNAL VERTICAL LEGS OF LIGS HAVE MINOR
@ 12 LIGS LOADING. REMOVE LOOSE CORROSION AND CLEAN
IN SETS OF 3 TO BRIGHT STEEL WITH MECHANICAL WIRE BRUSH
AT 100 CRS OR EQUAL
@20 —+
@20 —1—__+
Va EXISTING 1200 x 1200 PILE CAP
10/032 —{ an) e
10/032 —{ Q ——7-— EXISTING SIDE COVER 90mm NOM oy
=
\
EXISTING 450 PSC OCTAGONAL
PILES
FIGURE 1 : REINFORCEMENT BAR CONDITION ACCEPTANCE CRITERIA Ss >
KN
(MUST BE PRINTED IN COLOUR)
LEGEND SS Re
Ww REINFORCEMENT BAR HAS MINOR LOADING, NO REPAIR REQUIRED, REMOVE LOOSE s
CORROSION AND CLEAN TO BRIGHT STEEL WITH MECHANICAL WIRE BRUSH OR EQUAL
oO REINFORCEMENT BAR HAS: INTERMEDIATE LOADING, MUST HAVE 50% INTACT CROSS oo
SECTION. REMOVE LOOSE CORROSION AND CLEAN TO BRIGHT STEEL WITH MECHANICAL
WIRE BRUSH OR EQUAL. CHECK BAR DIAMETER. (REFER TO TABLE 1) DILAPIDATED BARS
WITH < 50% INTACT CROSS SECTION TO BE AUGMENTED WITH NEW DSOON BARS OF SAME
DIAMETER, LAP WELD TO EXIST BAR(S) PER DRAWING N02, WR5 O
REINFORCEMENT BAR HAS MAJOR LOADING, MUST HAVE 100% INTACT CROSS SECTION
CLEAN TO BRIGHT STEEL WITH MECHANICAL BRUSH OR EQUAL. CHECK BAR DIAMETER
(REFER TO TABLE 1). DILAPIDATED SECTIONS OF BARS TO BE AUGMENTED WITH NEW DSOON
BARS OF SAME DIAMETER, LAP WELD TO EXIST BAR(S) PER DRAWING N02, WR5S
IMPORTANT IF CUTTING OUT BARS, ONLY CUT ONE BAR AT A TIME, AND REPLACE BEFORE
CUTTING OTHER BARS
NOTES
1 PLEASE PRINT IN COLOUR
2 REFER TO DRAWINGS NO01 N004 FOR PROJECT SPECIFIC NOTES
This drawing is subject to Associated Consultants Client = Drawn Verified Project Drawing Title
COPYRIGHT © TOD P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |NOTES & REINFORCEMENT
copyright in accordance with the
agreement between Tod Designed Verified DESIGN - MUNNA POINT, NOOSA BAR ACCEPTANCE Drawing Number
Consulting pty Itd (tc) and tc's C DOWDING MAY 2014
client. This drawing shall only be 5.9.14 AMENDED AS CLOUDED NV consulting engineers Approved RPEQ No RDP CRITERIA 02600 -N004
used for this specific project.
02.7.14 ISSUED FOR TENDER PC Noosa: 07 5449 9600 DOWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used 26.6.14 ISSUED FOR REVIEW PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Si Date MCU APPROVAL HORIZ DATUM
for construction until marked as 28.5.14 ISSUED FOR COMMENT PC PO Box 61, Noosaville, QLD 4566 Q) ROL APPROVAL VERT DATUM AHD
issued for construction’ in the [email protected] www todconsulting.com —S 20.10.14
revision description. Rev! Date Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 5
lf CARBONATION OK - LOW
ASR CRACKS LIKELY TO WORSEN
CHLORIDES JUST BELOW THRESHOLD
as
So
Gy
TO NOOSAVILLE za
GYMPIE TERRACE an TO HASTINGS STREET
——___
SPAN 1 EWIF SPAN 2 EW F SPAN 3 EWAF SPAN 4 E E SPAN 5 F E SPAN 6 E SPAN 7
CHLORIDES TOP -
SURFACE LEVEL NO CHLORIDE TESTS CHLORIDES SE CHLORIDES BELOW 1.137 NO CHLORIDE TESTS
FROM SURVEY THRESHOLD
MINOR HAIRLINE CRACKS EXCEEDS THRESHOLD CARBONATION OK - LOW R.L. U/S PILE CAP 0.037 /~——— MINOR H |
—_ ——_ _——
hy R.L. U/S PILE CAP 0.023 ASR SIGNIFICANT lomiasan RL. U/S PILE CAP 0.016 R.L. U/S PILE CAP 0.036 if
CARBONATION OK-LOW i
SAND SAND
|| \\ SURFACE LEVEL || \ || \ | || | \
FROM ORIGINAL
F INDURATED. | \ DESIGN DRAWINGS || \ || \ |) \ ! \I \
SAND
_DATUM -10 00 CLAY AND ~— - - CLAY
\
15m 15m 15m 15m 15m 15m 15m
CLAY
Ml CHLORIDE CORROSION THRESHOLD -
0.016% - 0.05% BY MASS OF CONCRETE
LONGITUDINAL SECTION
E F = ASSUMED FIXITY
CONDITION ASSESSMENT 6330
E EXPANSION 1:400 UNREDUCED AT A3 |
F FIXED 1:200 UNREDUCED AT At
ll CARBONATION OK - LOW
LEGEND ASR POSSIBLE
CHLORIDES - JUST BELOW
VERY GOOD CONDITION, NO REPAIR THRESHOLD
GOOD CONDITION, MONITOR CONDITION WATERPROOFING NOT ASR INDUCED
MODERATE - GOOD CONDITION, FUTURE REPAIR WORK IMMINENT EXISTING STEEL EFFECTIVE LONGITUDINAL CRACKS IN
WATER PIPE
MODERATE CONDITION, REPAIR WORK IMMINENT a —— | BRIGHT YELLOW MEMBERS
MODERATELY POOR CONDITION, REPAIRS REQUIRED
POOR CONDITION, URGENT REPAIRS REQUIRED
SCUPPERS NOT LINED
FLOOD LEVELS
RETURN RL.
CARBONATION OK - LOW
CHLORIDES BELOW Q2000 2.38
DRAWING SUPPLIED FOR INFORMATION THRESHOLD 10950
TIDE RL CARBONATION OK - LOW
Q20 1.30
ONLY. CONTRACTOR TO CONDUCT HIS HAT 0.68 ASR NOT A CONCERN
MHWS 0.36
OWN INVESTIGATION TO CONFIRM MHWN 0.23
MSL. 0.03
EXTENT OF DAMAGE AND EXTENT OF MLWN_-0.13_
MLWS -0.25
NECESSARY REPAIR WORKS
BED LEVEL NOMINAL - 3.60
DATUM -10.00
4
NO
TES:
PLEASE PRINT INCOLOUR
V
2 THE NOMINATED TIDE LEVELS ARE APPROXIMATE, BASED ON MONITORING
STATION AT MUNNA POINT, AND QUEENSLAND TIDE TABLES (2010). WAVE ACTION
& LOCAL TOPOGRAPHY COULD AFFECT WATER LEVELS. THE CONTRACTOR
SHALL MAKE PROVISION FOR THIS BY EITHER CONFIRMING LOCAL TIDE LEVELS
BY SURVEY, AND / OR CONTINGENCY PLANS. CROSS SECTION PIER 4
THE NOMINATED FLOOD LEVELS ARE TAKEN FROM FLOOD IMPACT STUDY
PREPARED BY ARUP - REFER MUNNA POINT BRIDGE REMEDIATION WORKS -
1:200 UNREDUCED AT A3
BRIDGE DESIGN REPORT, REV C. 10TH OCTOBER 2011. 4:100 UNREDUCED AT At
REFER TO DRAWINGS NO01 - NO04 FOR PROJECT SPECIFIC NOTES
COPYRIGHT © 5.9.14 AMENDED AS CLOUDED NV Associated Consultants Client TOD = Drawn Verified Project Drawing Title Scale Sheet Size}
This drawing is subject to 02.7.14 ISSUED FOR TENDER PC £ CONST P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE /|EXISTING CONDITION AND AS SHOWN] At1
copyright in accordance with the
agreement between Tod 26.6.14 ISSUED FOR REVIEW PC Designed Verified
Consulting pty Itd (tc) and tc's 25.3.14 INCORPORATES TIDE LEVELS PC C DOWDING MAY 2014 DESIGN - MUNNA POINT, NOOSA TEST RESULTS. Drawing Number
client. This drawing shall only be 20.3.14 INCORPORATES NSC AND PC consulting engineers Approved RPEQ No RDP 02600 -SK1
used for this specific project.
FREYSINNET COMMENTS Noosa: 07 5449 9600 D DING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used 14.3.14| UPDATED AFTER SITE INVESTIGATION PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Sit Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60 Sheet Revision
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the A 3.2.14 ISSUED FOR REPORT USE PC [email protected] www todconsulting.com 10.14 ROL APPROVAL VERT DATUM AHD Aid| 1 of 1 G
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 6
CONSTRUCTION SEQUENCE 1 : BRIDGE OPEN TO TRAFFIC : CONSTRUCTION SEQUENCE 1 :
NO LOAD LIMIT (144 DESIGN LOAD) ONE SPAN MINIMUM OF BRIDGE
1 x 44000kg SEMI TRAILER PER LANE TO BE OPEN TO BOAT TRAFFIC.
(SPAN 4 OR 5)
CHECK PREVIOUS TESTED
COLUMN FOR REO COVER
(DEPTH) AND RETEST
CHLORIDE LEVELS FROM Om
o SURFACE TO REO DEPTH
TO NOOSAVILLE
GYMPIE TERRACE © OVO TO HASTINGS STREET
SPAN 1 SPAN 2 EUIF SPAN 3 E SPAN 4 E SPAN 5 F E SPAN 6 FILE SPAN 7
NEW CENTRAL
SURFACE LEVEL COLUMN 6108 Oooo) NEW CENTRAL
1.137 COLUMN 6108
FROM SURVEY
IT NEW CENTRAL ty R.L. U/S PILE CAP 0.037 TI
SAND IM R.L. U/S PILE CAP 0.023 \ R.L. U/S PILE CAP 0.037 custo RL. U/S PILE R.L. U/S PILE CAP 0.036 I \ SAND
AlN CAP 0.016 "hy H
\ reso Hl v — TL \y a ttt
k: FROM ORIGINAL
FI INDURATED. DESIGN DRAWINGS
SAND
DATUM -10. 00 CLAY - SAND CLAY
15m 15m 15m 15m 15m 15m 15m
CLAY
LONGITUDINAL SECTION
E F = BRIDGE DECK FIXITY 4:400 UNREDUCED AT A3
4:200 UNREDUCED AT At
E =_ EXPANSION
=
F _ FIXED
=
6330
EXISTING STEEL
WATER PIPE
Ww ALL PIERS : NEW 610@ CENTRAL COLUMN Lie PIERS 3, 4, & 5 ONLY
IF CONCRETE CRACKED :
AND PARTIAL HEADSTOCK REPAIR BREAK OUT AND REPLACE 1000 x
- 6 COLUMNS TOTAL. 1200 x 170 NOM CONCRETE BEFORE
REFER TO DRAWING S005 & S006 INSTALLING COLUMN. REFER TO
~ (NOTE : THIS WILL REDUCE STRESSES IN THE DRAWING S005, S006 & NO04
PILE CAPS TO 20% - 50% OF CURRENT
Ww «KS LEVELS.) en \
Ke
s BED LEVEL NOMINAL - 3.60
SS O
©
DATUM -10.00 4 | | a
NO
TE
PLEASE P' iT IN COLOUR
2 THE NOMINATED TIDE LEVELS ARE APPROXIMATE, BASED ON MONITORING
STATION AT MUNNA POINT, AND QUEENSLAND TIDE TABLES (2010). WAVE ACTION
& LOCAL TOPOGRAPHY COULD AFFECT WATER LEVELS. THE CONTRACTOR
SHALL MAKE PROVISION FOR THIS BY EITHER CONFIRMING LOCAL TIDE LEVELS
BY SURVEY, AND / OR CONTINGENCY PLANS. CROSS SECTION PIER 4
THE NOMINATED FLOOD LEVELS ARE TAKEN FROM FLOOD IMPACT STUDY 4:200 UNREDUCED AT A3
PREPARED BY ARUP - REFER MUNNA POINT BRIDGE REMEDIATION WORKS - 4:100 UNREDUCED AT At
BRIDGE DESIGN REPORT, REV C. 10TH OCTOBER 2011.
REFER TO DRAWINGS NO01 - NO04 FOR PROJECT SPECIFIC NOTES
COPYRIGHT © 5.9.14 AMENDED AS CLOUDED NV Associated Consultants Client TOD = Drawn Verified Project Drawing Title Scale Sheet Size}
This drawing is subject to 02.7.14 ISSUED FOR TENDER PC CSCO P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |CONSTRUCTION SEQUENCE 1: AS SHOWN Al
copyright in accordance with the
agreement between Tod 26.6.14 ISSUED FOR REVIEW PC Designed Verified DESIGN - MUNNA POINT, NOOSA COLUMN INSTALLATION Drawing Number
Consulting pty Itd (tc) and tc's 17.6.14 PILE DIA / BREAK OUT AREA REVISED PC C DOWDING MAY 2014
client. This drawing shall only be 22.5.14 NEW COLUMN REVISED PC consulting engineers Approved RPEQ No RDP 02600 -S001
used for this specific project.
20.3.14 INCORPORATES NSC AND PC Noosa: 07 5449 9600 WDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used FREYSINNET COMMENTS Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 a Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until irked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 14.3.14| ISSUED FOR COMMENT PC [email protected] www todconsulting.com 20.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 7
CONSTRUCTION SEQUENCE 2 : BRIDGE OPEN TO TRAFFIC : CONSTRUCTION SEQUENCE 2 : ONE SPAN MINIMUM OF BRIDGE TO BE OPEN TO BOAT
30 TONNE LOAD LIMIT PER LANE DURING PILE CAP WORKS. TRAFFIC. (SPAN 4 OR 5)
COUNCIL TO ARRANGE FOR SIGNAGE AND PUBLIC LIMIT VESSEL SIZE TO 12 TONNES MASS FOR DURATION OF STAGE 2 TO MINIMISE RISK
CONSULTATION / AWARENESS OF IMPACT WITH TEMPORARILY WEAKENED PILE CAPS.
COUNCIL TO ARRANGE WITH HARBOURMASTER
TO NOOSAVILLE a Cu
GYMPIE TERRACE TO HASTINGS STREET
——___ —
SPAN 1 “I SPAN 2 ELWIF SPAN 3 SPAN 4 E SPAN 5 SPAN 6 SPAN 7
REPAIR PILE CAPS. REPAIR PILE CAPS. REPAIR PILE CAPS.
SURFACE LEVEL HN] 1.137 OO
PROTECT REO WITH PROTECT REO WITH PROTECT REO WITH
FROM SURVEY
SACRIFICIAL GALVANIC SACRIFICIAL GALVANIC uf SACRIFICIAL GALVANIC
R.L. U/S PILE
LIN\ PROTECTION CAP 0.037, wes UsPLECAPOUIS PROTECTION I}
R.L. U/S PILE CAP 0.036 HN
| RL. U/S PILE CAP 0.023 ii}, HK iki} RL
U/S PILE CAP 0.037
SAND \ SURFACE LEVEL TL \ ttt HI SAND
\y
FROM ORIGINAL
A INDURATED. DESIGN DRAWINGS
SAND
_DATUM -10 00 - CLAY SAND CLAY
15m 15m 15m 15m 15m 15m 15m
CLAY
LONGITUDINAL SECTION
F = BRIDGE DECK FIXITY 1:400 UNREDUCED AT A3
EXPANSION 4:200 UNREDUCED AT At
|
6330
EXISTING STEEL
WATER PIPE
NUE
ELECTRICAL JUNCTION BOXES TO
BE ABOVE Q2000 FLOOD LEVELS FLOOD LEVELS
NEW 6102 CENTRAL RETURN RL.
10950
BREAK OUT PILECAP ENDS, REPAIIR REPAIR PI CAPS BY BREAKING OUT INSTALL EXTRA LIGS FOR ASR REPAIR PILE CAPS BY BREAKING OUT | COLUMN Q2000 2.38
REO, AND INSTALL REPAIR MORTAR SURFACE ONCRETE, REPAIRING REO, RESTRAINT - REFER TO DRAWINGS SURFACE CONCRETE AND REPAIRING
TYPE B. BREAK OUT ALL DRUMMY AND INST, LING REPAIR MORTAR $007 FOR DETAILS PER ADJACENT DETAILS. PROTECT REO — = a — Q20 1.30
CONCRETE AND PATCH REPAIR WITH ——<— TYPE B. RI ER TO DRAWINGS S007 - — WITH SACRIFICIAL GALVANIC ——
APPROVED TYPE A REPAIR MORTAR. = $008 FOR TAILS I TIDE LEVELS SHOWN PROTECTION.
REPAIR CRACKS WITH UNDERWATER a ARE RELATIVE TO
REPAIR EPOXY. REFER DRAWINGS i eo! PIER 4 fm = = la | la | la | lm om l= om =
i
S009 AND S010 FOR DETAILS {I
i || TIDE RL
||
i i HAT 0.68
{I i Ww
i
il
i {I
i i
|| {I MHWS 0.36
{| i
\/ MHWN 0.23 BED LEVEL] NOMINAL - 3.60
0 0 |e o COAT FULL PERIMETER |e e)
lle e|
) @ OF PILECAPS WITH
COATING TYPE 1. U/S PILE CAP: on MSL 0.03
MLWN -0.13
PIER3&4 RL. 0.016
PIERS R.L. 0.037 MLWS 0.25
IMPORTANT :
PROVIDE TEMPORARY
\ \ COAT FULL PERIMETER KN FLOATING SEDIMENT BARRIER
OF PILECAPS WITH
| | COATING TYPE 1. RS TO FULL PERIMETER OF PILE
CAP WHILST CONSTRUCTION
PILE CA | EPAI \ PILE CA REPAI \ Re SEQUENCE 2 WORKS ARE IN
PROGRESS. OR APPROVED
PSR R TYPE 2 PS R TYPE 1 s ALTERNATIVE.
(PILE CAPS 2 & 6) (PILE CAP 1,3,4 & 5) DATUM -10.00 4 | | =
4:40 UNREDUCED AT A3
4:40 UNREDUCED AT A3
4:20 UNREDUCED AT A1
4:20 UNREDUCED AT A1
NO Ss O
TES:
PLEASE PRINT INCOLOUR
2 THE NOMINATED TIDE LEVELS ARE APPROXIMATE, BASED ON MONITORING O
STATION AT MUNNA POINT, AND QUEENSLAND TIDE TABLES (2010). WAVE ACTION
& LOCAL TOPOGRAPHY COULD AFFECT WATER LEVELS. THE CONTRACTOR
SHALL MAKE PROVISION FOR THIS BY EITHER CONFIRMING LOCAL TIDE LEVELS
BY SURVEY, AND / OR CONTINGENCY PLANS.
CROSS SECTION PIER 4
THE NOMINATED FLOOD LEVELS ARE TAKEN FROM FLOOD IMPACT STUDY
PREPARED BY ARUP - REFER MUNNA POINT BRIDGE REMEDIATION WORKS - 4:200 UNREDUCED AT A3
BRIDGE DESIGN REPORT, REV C. 10TH OCTOBER 2011. 4:100 UNREDUCED AT At
REFER TO DRAWINGS NO01 - NO04 FOR PROJECT SPECIFIC NOTES
REFER TO DRAWINGS S007 - S008 FOR DETAILS Associated Consultants Client fob = Drawn Verified Project Drawing Title
COPYRIGHT © 20.10.14, AMENDED AS CLOUDED NV
This drawing is subject to 5.9.14 AMENDED AS CLOUDED NV P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |CONSTRUCTION SEQUENCE 2:
copyright in accordance with the 02.7.14 ISSUED FOR TENDER PC £ COINS Designed Verified DESIGN - MUNNA POINT, NOOSA PILE CAP REPAIR
agreement between Tod
Consulting pty Itd (tc) and tc's 26.6.14 ISSUED FOR REVIEW PC C DOWDING MAY 2014 Drawing Number
client. This drawing shall only be 17.6.14 DEPTH OF REPAIR / COATING TYPE PC consulting engineers Approved RPEQ No RDP 02600 -S002
used for this specific project.
20.3.14 INCORPORATES NSC AND PC Noosa: 07 5449 9600 BQWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used FREYSINNET COMMENTS Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 14.3.14| ISSUED FOR COMMENT PC [email protected] www todconsulting.com 10.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 8
CONSTRUCTION SEQUENCE 3: CONSTRUCTION SEQUENCE 3 : DECK WATERPROOFING AND JOINTS TO
BRIDGE OPEN TO TRAFFIC : ONE SPAN MINIMUM OF BRIDGE BE RENEWED. SCUPPERS TO BE LINED
NO LOAD LIMIT (144 DESIGN LOAD) TO BE OPEN TO BOAT TRAFFIC. BY PIPE REPAIR SUBCONTRACTOR. a
1 x 44000kg SEMI TRAILER PER LANE (SPAN 4 OR 5) REFER TO DRAWING S012.
Og Og og Os, Of
b = Ss
=
8
_— a a a
> o
x x a
<
TO NOOSAVILLE TZ a a a
© TD) —= — 4
GYMPIE TERRACE leis “st ©) —— —— — ELUF SPAN 4 E E — ee eee es TO HASTINGS STREET
SPAN 1 EWIF SPAN 2 ELF SPAN 3 SPAN 5 F E SPAN 6 F E SPAN 7
SURFACE LEVEL oood
a 1.137 ee ENCASE ALL PILES
FROM SURVEY — ENCASE ALL PILES CAP 0.037 ENCASE ALL ~—N han
R.L. U/S PILE 'S PILE CAP 0.037
R.L. U/S PILE CAP 0.023 R.L. U/S PILE CAP 0.036
R.L. U/S PILE CAP 0.016 RL. U/S PILE CAP 0.016 if
SAND SAND
SURFACE LEVEL II \
FROM ORIGINAL
INDURATED DESIGN DRAWINGS a |) \
SAND
DATUM -10.00 CLAY AND CLAY
- - L
Vv
15m 15m 15m 151 15m 15m 15m
_|~ =| |
| ~|~ =| ~|~
CLAY
E F = BRIDGE DECK FIXITY LONGITUDINAL SECTION 6330
E EXPANSION 1:400 UNREDUCED AT A3 | |
1:200 UNREDUCED AT At
F FIXED
INSTALL PLASTIC LININGS TO EXISTING
90 SCUPPERS TO PROTECT DECK UNITS.
(WORKS BY COUNCIL SUBCONTRACTOR.)
_= =
Ww NEW 6102 CENTRAL
COLUMN
~ 10950 ou
Ww «KS ENCASE ALL PILES WITH NEW slE
REINFORCEMENT & CONCRETE.
(60 PILES TOTAL) REFER TO
DRAWING NO S011 FOR DETAILS 2s
Ke e/a
E)ao
j=
wm}
BED LEVEL NOMINAL - 3.60
SS NOTE : INTERNAL PILES HAVE
LATERAL RAKE OF 1HTO5V
| tt} (NOMINAL)
| —-+-+] Lit
| Lt
© [14
DATUM -10.00 4+ a LI | | =
NO
TES:
PLEASE PRINT INCOLOUR
2 THE NOMINATED TIDE LEVELS ARE APPROXIMATE, BASED ON MONITORING
STATION AT MUNNA POINT, AND QUEENSLAND TIDE TABLES (2010). WAVE ACTION
& LOCAL TOPOGRAPHY COULD AFFECT WATER LEVELS. THE CONTRACTOR
SHALL MAKE PROVISION FOR THIS BY EITHER CONFIRMING LOCAL TIDE LEVELS
BY SURVEY, AND / OR CONTINGENCY PLANS. CROSS SECTION PIER 4
THE NOMINATED FLOOD LEVELS ARE TAKEN FROM FLOOD IMPACT STUDY 1:200 UNREDUCED AT A3
1:100 UNREDUCED AT At
PREPARED BY ARUP - REFER MUNNA POINT BRIDGE REMEDIATION WORKS -
BRIDGE DESIGN REPORT, REV C. 10TH OCTOBER 2011.
REFER TO DRAWINGS NO01 - NO04 FOR PROJECT SPECIFIC NOTES
COPYRIGHT © 20.10.14 AMENDED AS CLOUDED NV Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to 5.9.14 AMENDED AS CLOUDED NV fp] NOOSA COUNCIL | P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |CONSTRUCTION SEQUENCE 3:
copyright in accordance with the
agreement between Tod 02.7.14 ISSUED FOR TENDER PC Designed Verified DESIGN - MUNNA POINT, NOOSA PILE ENCASEMENT Drawing Number
Consulting pty Itd (tc) and tc's 26.6.14 ISSUED FOR REVIEW PC C DOWDING MAY 2014
client. This drawing shall only be 17.6.14 PILE FORMWORK / WORK BY COUNCIL PC consulting engineers Approved RPEQ No RDP 02600 -S003
used for this specific project.
20.3.14 INCORPORATES NSC AND PC Noosa: 07 5449 9600 DOWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used FREYSINNET COMMENTS Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Sig Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 14.3.14| ISSUED FOR COMMENT PC [email protected] www todconsulting.com 20.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 9
aoe Ee Tae eae a eae ae eee ae ae ee eee eee oe —e ee
CONSTRUCTION SEQUENCE 4 : oO
ENERGEX ARRANGING FOR REMOVAL OF
BRIDGE OPEN TO TRAFFIC : CONSTRUCTION SEQUENCE 4 EXISTING LIGHT POLES PRIOR TO
NO LOAD LIMIT (144 DESIGN LOAD) ONE SPAN MINIMUM OF COMMENCEMENT OF WORKS. CONTRACTOR
1 x 44000kg SEMI TRAILER PER LANE BRIDGE TO BE OPEN TO BOAT TO INSTALL NEW HANDRAIL POSTS x 2, AND
TRAFFIC. (SPAN 4 OR 5) MAKE GOOD PATCHED / CORRODED RAILING
AT SAME LOCATION x 2.
o x
Q REPAINT ABUTMENT WALLS 3
g
6 +
TO NODSAVILLE + WITH COATING TYPE 6 a
GYMPIBSTERRACE a aH © OVO IF [= SS Fly TO HASTINGS STREET
ec
~ SPAN 1 E [= ED = 7 EWE SS SS SS SS SS F —
EE SPAN 2 F SPAN 3 SPAN 4 SPAN 5 Fi, E SPAN 6 E SS
SPAN 7
Woo000) SURFACE LEVEL
1.137
FROM SURVEY,
R.L. U/S PILE Va R.L. U/S PILE CAP 0.036 HM REPAINT ABUTMENT WALLS
CAP 0.037, M
NM
R.L. U/S PILE CAP 0.016 i
RL. U/S PILE CAP 0.023 uh
ii}, iki} R.L. U/S PILE CAP 0.037 WITH COATING TYPE 6
R.L. U/S PILE CAP 0.016
SAND SAND
hh uy ttt —— Yi
AY
A INDURATED. 1 1 1 FROM ORIGINAL i\\ SURFACE LEVEL
| DESIGN DRAWINGS FROM ORIGINAL
SAND f DESIGN DRAWINGS,
DATUM -10. 00 - CLAY - - - SAND CLAY E
COAT DECK UNDERSIDE AND SIDES, HEADSTOCK FACES & ENDS,
COLUMNS & ABUTMENT WALLS WITH PROTECTIVE COATING TYPE 2.
(TYPE TO BE SUITABLE FOR PREVENTING FURTHER BUILD UP OF REFER TO S012 FOR
CHLORIDES AND CARBONATION ) COATING OF TOP
SURFACE OF HEADSTOCK.
15m 15m 15m 15m 15m 15m 15m
_|~ ~|~ ~|~ ~|~ ~|~ ~|~
CLAY
E F = BRIDGE DECK FIXITY
LONGITUDINAL SECTION
E =_ EXPANSION
=
4:400 UNREDUCED AT A3
F _ FIXED 4:200 UNREDUCED AT At INSTALL NEW HANDRAIL POST AT PIERS 2 & 5
=
TO MATCH EXISTING. 6330
CLEAN UP & COAT RAILINGS WITH PROTECTIVE | SCUPPERS (150 x 60 NOM) TO BE
CLEANED AND LINED
COATING TYPE 4, COLOUR TBA
(14 PER SPAN x 7 SPANS)
HOLD BY OTHERS (UNITY WATER
CORRODED WATER PIPE, SUPPORT ox
an
BRACKETS & FIXINGS TO BE CLEANED UP. =O
pata
AND COATED WITH PROTECTIVE COATING Su
TO UNITY WATER SPECIFICATION xz
WW
Ww O41
a |
ALL STRESSING BARS BOTH SIDES E P| rd NEW 6102 CENTRAL
OF BRIDGE : i} 10950 | | ty | COLUMN
GENERALLY - CLEAN OFF AND COAT
BEARING PLATES, STRESSING BAR l ] lL I l
ENDS & NUTS WITH PROTECTIVE
~ COATING TYPE 3.
SPANS 2, 4, 5, & 6 NORTH-WEST
«KS SIDE - REPLACE NUT & BEARING
PLATE IF POSSIBLE AND RE-STRESS
Ww STRESSING BAR. NEW PLATE TO BE
HDG. COAT BEARING PLATES,
Ke STRESSING BAR ENDS AND NUTS
WITH PROTECTIVE COATING TYPE 3.
BED LEVEL NOMINAL - 3.60
SS
DATUM -10.00
4
NO
TE
PLEASE P' iT IN COLOUR
2 THE NOMINATED TIDE LEVELS ARE APPROXIMATE, BASED ON MONITORING
STATION AT MUNNA POINT, AND QUEENSLAND TIDE TABLES (2010). WAVE ACTION
& LOCAL TOPOGRAPHY COULD AFFECT WATER LEVELS. THE CONTRACTOR
SHALL MAKE PROVISION FOR THIS BY EITHER CONFIRMING LOCAL TIDE LEVELS
BY SURVEY, AND / OR CONTINGENCY PLANS. CROSS SECTION PIER 4
THE NOMINATED FLOOD LEVELS ARE TAKEN FROM FLOOD IMPACT STUDY 1:200 UNREDUCED AT A3
PREPARED BY ARUP - REFER MUNNA POINT BRIDGE REMEDIATION WORKS - 1:100 UNREDUCED AT At
BRIDGE DESIGN REPORT, REV C. 10TH OCTOBER 2011.
REFER TO DRAWINGS NO01 - NO04 FOR PROJECT SPECIFIC NOTES
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to 5.9.14 AMENDED AS CLOUDED NV P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE CONSTRUCTION SEQUENCE 4 .
copyright in accordance with the 02.7.14 ISSUED FOR TENDER PC £ CONST Designed Verified DESIGN - MUNNA POINT, NOOSA COATING AND PROTECTION .
agreement between Tod
Consulting pty Itd (tc) and tc's 26.6.14 ISSUED FOR REVIEW PC C DOWDING MAY 2014 Drawing Number
client. This drawing shall only be 17.6.14 EXTENT OF COATING & TYPE PC consulting engineers Approved RPEQ No RDP PLAN 02600 -S004
used for this specific project.
20.3.14 INCORPORATES NSC AND PC Noosa: 07 5449 9600 QWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used FREYSINNET COMMENTS Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 14.3.14| ISSUED FOR COMMENT PC [email protected] www todconsulting.com 10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 10
PILE CAPS 3, 4& SONLY :
REMOVE CONCRETE 1000 WIDE x 1200 x
170mm NOM DEPTH. (TO EXPOSE 25mm
FINISHED SURFACE TO BE BEHIND MAIN BARS.) AND REPLACE WITH
10mm ABOVE EXISTING PARCHEM LASS OR EQUAL. 10mm FALL
TOWARDS EDGES TO MATCH FUTURE TOP II
OF PILE CAP PROFILE.
5-32 @ {COLUMN EXISTING DECK UNIT | | EXISTING DECK UNIT
5-32 @ UNDER FINISHED SURFACE
EXISTING 900 DIA COLUMN LAPPED BARS TO MATCH EXISTING EXISTING 900 DIA COLUMN
EXISTING 5-32 @ , 5-32 @ UNDER
—— 5 =< ee ff ele @\e °) EXISTING 1100 x 1100 HEADSTOCK
A|
rN Ea lI
Pe a Ia «COLUMN lI
||
52 DIA x 300 MIN lI
=e _ 1 CORED HOLE lI LOCATE EXISTING REINFORCEMENT IN
@||
oe! onl || HEADSTOCK WITH FERROSCANNER AND
eo” Mle | MARK ON CONCRETE BEFORE DRILLING
“te |e! Ke e| HOLES IN HEADSTOCK
S
|
3165 3165
4x"B" BOLTS. EPOXY INTO 90mm x 1000 DIA NON SHRINK
POSITION. USE FILL HOSE (610 DIA GROUT BED TO TOP PLATE
EXISTING 3-12 @ SITE COATING TYPE 7 EXISTING PILE CAP, EXISTING 3-12 @ LIGS AT 100 CRS EXISTING 3-12 @ AND AIR BLEED HOSE TO
LIGS AT 100 CRS "A" BOLTS "B" BOLTS : PILE CAP REINFORCEMENT SHOWN IS < NEW 610@ X 15.9 GRADE 350MPa LIGS AT 100 CRS INSTALL EPOXY. DO NOT LIFTING LUGS OR PIN MOUNT
A/M30 DE 316 INDICATIVE ONLY. STRUCTURAL GRADE BARS IM Yl D STRENGTH DAMAGE REINFORCEMENT. TO SUIT EXCAVATOR GRIP
Re (230 MPa YIELD STRENGTH TO AS AQ2) PROTECTIVE COATING TYPE 5 ee
CL SS 50, THR AADED ROD x 500 LONG NEW 610@ X 15.9 SINGLE SEAM
(AS PER ORIGINAL DESIGN) 40TK (MIN GRADE 250) BASE PLATE (SHOP APPLIED) TO FULL WELDED PIPE GRADE 350MPa
GRADE 316 STRENGT! ae GRADE 316 SS STRENGTH CLASS 80, NEW STEEL COLUMN - PLAN VIEW FSBW TO COLUMN, DRILL FOR 4 - 30 EXTERIOR INCLUDING MINIMUM YIELD STRENGTH
CLASS 80 WASHERS. LOCKING NUT. LOCTITE TO THREAD -
(4mm THICK) PRECOAT REFER TO NO01 - NOO3 DIA GR 316 THREADED ROD, UNDERSIDE OF BASE PLATES. (WELDABLE)
STRENGTH CLASS 5. SUPPLY WITH
WITH 75 MICRON DFT GRADE 316 SS STRENGTH CLASS 80, 1:40 UNREDUCED AT A3 ADDITIONAL HOLES FOR IF CONCRETE CRACKED 4x "A" BOLTS. EPOXY INTO
EPOXY. NUT 1:20 UNREDUCED AT At ALTERNATIVE BOLTING POSITIONS. 3/ 0.5mm THICK GRADE 316 (PILE CAPS 3, 4 &5 ONLY): POSITION.
ah FILL UNUSED HOLES WITH EPOXY TO SS SHIMS (IF REQUIRED) REMOVE CONCRET, 080 90mi 1008 DIA NON SHRINK
40TK BASE PLATE OF H AD: QCK OVE PREVENT MOISTURE BUILDUP. 4/ 1mm THICK GRADE 316 WIDE x 1200 (TO 50 | GROUT
DEPTH BED TO BASE PLATE.
NOTED) AND RE! LACE DO NOT USE VELLING NUTS.
p
38mm HOLE DIAMETER. 6102 PIPI NDI SS SHIMS WITH PARCHEM ASS USE GR 316 ST, INLESS SHIMS.
FILL SPACE WITH EPOXY
nN | 3 / 2mm THICK GRADE 316 DO NOT DAMAG
E REO
oS SS SHIMS
100 x 100 GRADE 316 SS EEE
® iS SHIMS TO BE INSTALLED
ZS SYMMETRICALLY
© AROUND JACK x I 5
D \ €
| N N 52@ CORED HOLE. EPOXY gf So 4 \\ HOLE DIAMETER 35mm DRED
N FILLED (REFER TO 8 - HOLES ON 750mm PCD 52 DIA x 300 MIN C)
N N DRAWINGS NO01 - NO03) 2% \ 4- HOLES ON 730mm PCD HOLE EXISTING 1200 1200 PILE CAP
4- HOLES ON 785mm PCD
N N UNUSED HOLES TO BE EPOXY FILLED
N N ve Il 8!
N N tt. PRO OSED SHIM ARRANGEMENT S$ ION
=
y
;* \\ a D (SHIM PLACEMENT - REFER TO NOTE 9, CONSTRUC ENCE) ee al
(0. _@ @ e/
—— <— NTS
"A" BOLT DETAIL ("B" BOLT DETAIL SIMILAR) SF = EXISTING 50 PSC OCTAGONAL PILES
NTS 40TK (MIN GRADE 250) BASE & CAP ~
PLATE FSBW TO PIPE, DRILL FOR 4 -
CONSTRUCTION STEPS 30 DIA GR 316 THREADED ROD, Ww «KS
STRENGTH CLASS 5. SUPPLY WITH
4 LOCATE EXISTING REINFORCEMENT IN PILE CAP AND HEADSTOCK WITH LINE OF HEADSTOCK OVER ADDITIONAL HOLES FOR
ALTERNATIVE BOLTING POSITIONS.
FERROSCANNER AND MARK ON CONCRETE. COLUMN CAP PLATE DETAIL - PLAN FILL UNUSED HOLES WITH EPOXY TO Ke WE u TWEEN
PE (ON
PILE CAPS 3, 4, & 5 ONLY : BREA OUT 1000 200 CONCRETE TO 1:20 UNREDUCED AT A3 (BASE PLATE SIMILAR) PREVENT MOISTURE BUILDUP. © D BE COLUMN
REMOVE CRACKED & DRUMMY CONCRETE. IN; PECT & TREAT 1:10 UNREDUCED AT At SECTION & END PLATES
300
REINFORCEMENT AS PER DRA\ ING NO04.
# INERT NITROGEN / GROUT
139 INJECTION POINTS x 4. (2 AT TOP,
CORE HOLES FOR 4 x "A" "BN LTS, AVOID | | 2 AT BOTTOM) REFER DETAIL.
EXISTING REINFORCEMENT.
USE ALTERNATIVE HOLES TO AVOID HITTING EXIST @32 BARS. IF @12
LIGS ARE IN CONFLICT WITH HO! SEE! ENGINEER APPROVAL BEFORE LINE OF HEADSTOCK OVER oo HEADSTOCK / 2 +/- 5mm (BOTH DIRECTIONS) SECTION (A
CUTTING.
TACK WELD EACH LIG TO EACH MAIN BAR FOR ELECTRICAL CONTINUITY. 4:40 UNREDUCED AT A3 LY
4:20 UNREDUCED AT A1
REPLACE REMOVED CONCRETE WITH PARCHEM LASS OR EQUAL. 100 x 100 GRADE 316 SS H UNDERSIDE OF HEADSTOCK TO BE
CLEANED WITH MECHANICAL WIRE BRUSH
SHIMS TO BE INSTALLED
TO REMOVE ALL SURFACE DEFORMATION
INSTALL NEW STEEL COLUMN AND EPOXY "A" &"B" BOLTS INTO SYMMETRICALLY
POSITION. AROUND JACK —™,_| — WALL OF 610@ COLUMN &COLUMN PROVIDE 130 x 130 X 5 (GRADE 250)
SPREADER PLATE
INSTALL NON SHRINK GROUT TO UNDERSIDE OF COLUMN, TIGHTEN "A" “e SN BELOW CAP TEMPORARY \¢ JACK 30
“a SN
LE
BOLTS AFTER 1 DAY OF GROUT CURING. INSTALL "B" BOLTS NUTS “ey NS ENERPAC JACK : MAXIMUM +/- 5mm a
Ww I<
SS
LOOSE, 10mm CLEAR OF COLUMN CAPPLATE TO ALLOW FOR JACK Cy WN CLOSED HEIGHT = 79mm (BOTH DIRECTIONS) tl
fi \\
MOVEMENT (ENSURE 90mm CLEAR AT TOP OF STEEL COLUMN FOR fi Vy + 5mm SPREADER = 84mm
ie a
JACKING.) CLEAN UNDERSIDE OF HEADSTOCK WITH MECHANICAL WIRE it 4 JACK RANGE 16mm I M30 GR 316 SS NUT (CLASS 50)
ri a I
BRUSH. ° ire} i V4 JACKING FORCE: REFER Lh
i im
= i i NOTE 8 TT UNDERSIDE OF EXISTING IN
Vw 1
a i I HEADSTOCK
USE 1 x ENERPAC (RSM-750) 75 TONNE LOW HEADROOM JACKS TO JACK V ri 1165 Pa)
A ri
BETWEEN HEADSTOCK & TOP OF COLUMN TO 42 TONNES TOTAL vA a
fy
PRELOAD. (WORK CAN BE DONE WITH TRAFFIC ON BRIDGE) \ fi x 139 WIDE
\\ fy
A fy
WN A) NON SHRINK GROUT SPACE :
7
INSTALL GRADE 316 STAINLESS STEEL SHIMS TO TIGHT FIT AND REMOVE SS “ey 90mm BEFORE JACKING.
SS ar
SS
JACK AND SPREADER PLATE. TIGHTEN "B" BOLT NUTS TO FINGER TIGHT. ENERPAC JACK —— 91mm AFTER JACKING. somm DIA HOLE THRU _ 7
REFER POSITIONING
10 INSTALDNON SHRI OUT FO TO) OF COLUN APTER DAY PLAN COLUMN WALL M30 GR 316 SS (CLASS 50) BOLT
oy
CURING, FULLY TIGHTEN "B" BOLT NUTS. x 30 LONG. (SUPPLIED LOOSE)
— 40TK (MIN GRADE 250) BASE
11 REMOVE LIFT LUGS IF REQUIRED. MAKE GOOD ANY COATING DAMAGE. & CAP PLATE FSBW TO WALL OF 610@ COLUMN 6mm AIRTIGHT F.W.
COLUMN. {COLUMN
12. 10% OF "A" AND "B" BOLTS TO BE SUBJECTED TO PULLOUT TEST USING
HOLLOW CYLINDER JACK (ENERPAC RCH - 302 OR EQUAL) TEST LOAD =
162kN LINE OF HEADSTOCK OVER ENERPAC JACK POSITIONING ON COLUMN - SECTION WALL OF 610@ COLUMN
13 LOCK "A" BOLT &"B" BOLT NUTS WITH LOCK NUTS. FIX WITH LOCTITE NOTES : (ENERPAC JACK - JACKING FORCE 42 TONNES REFER TO NOTE 7 & 8,
PER OTE; Noo4 - NOQ4. Fl L
POXY 6 PR MO ALL SPAI EBA EPLATE HOLES WITH CONSTRUCTION STEPS)
D SHIM POSITIONING ON COLUMN CAP - PLAN 4 PLEASE PRINT IN COLOUR. 4:20 UNREDUCED AT A3 NITROGEN / GROUT INJECTION POINT DETAIL
4:10 UNREDUCED AT A1
(SHIM PLACEMENT - REFER TO NOTE 9, CONSTRUCTION SEQUENCE) 2 REFER TO DRAWINGS NO01 - N004 FOR PROJECT SPECIFIC NOTES. (FOR LATER USE DURING CONSTRUCTION. 4 REQUIRED PER COLUMN.
4:20 UNREDUCED AT A3 3. REFER TO DRAWINGS NO01 - NO03 FOR STEELWORK COATINGS. ALIGN INJECTION POINTS FOR EASY ACCESS FROM PILE CAP)
4:10 UNREDUCED AT A1
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |NEW COLUMN
copyright in accordance with the 5.9.14 AMENDED AS CLOUDED NV x SCONE Designed Verified DESIGN - MUNNA POINT, NOOSA INSTALLATION DETAILS
agreement between Tod
Consulting pty Itd (tc) and tc's 02.7.14 | ISSUED FOR TENDER PC C DOWDING MAY 2014 Drawing Number
client. This drawing shall only be 26.6.14 | ISSUED FOR REVIEW PC consulting engineers Approved RPEQ No RDP OPTION 1: STEEL 02600 -S005
used for this specific project.
17.6.14 | PILE TYPE, REPAIR DEPTH, INJECTION PC Noosa: 07 5449 9600 DOWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used 22.5.14, COLUMN OPTIONS PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Sit Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until irked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 28.3.14| ISSUED FOR COMMENT PC [email protected] www todconsulting.com 20.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 11
EXISTING 900 DIA COLUMN
BREAKOUT 170mm NOM DEPTH TO FULL PERIMETER STAGE 1 REPAIR EXISTING 900 DIA COLUMN
(TO EXPOSE 25mm BEHIND MAIN BARS.) /
COMPLETE.
(NEW COLUMN & REPAIR)
BREAKOUT LINE
EXISTING 5-32 COLUMN
5-32 @ UNDER
LAPPED BARS EXISTING 20 @ EXISTING 3-12
BARS. 3 BARS TO
LIGS AT 100 CRS
EXISTING 3-12 EACH SIDE FACE
LIGS AT 100 CRS EXISTING 1200 x 1200 PILE
CAP 25 MIN DO NOT DAMAGE
BARS
BREAKOUT LINE
¢| TIDE LEVELS SHOWN
a
4
} res eo} ARE RELATIVE TO,
PIER 4
{I
Th {I Wh TIDE
{i HAT 68
i i
i
i
il i
il il
i {I MHWS 046
i {I
il
NS lle ele MHWN 0.23
i
zi => MSL 0.93
pO YY
Cc re TEMPORARY WORK MLWN 013
PLATFORM MLWS -Y25
----------. -4o--. = ----. ----4
i\
SUGGESTED TEMPORARY WORK
PLATFORM WITH GEOFABRIC & KER ING
———_ EXISTING 450 PSC Ke oe IMPORTANT : \ TO CATCH DEBRIS
PROVIDE TEMPORARY FLOATING SEDIMEN
EXISTING 450 PSC
BARRIER TO FULL PERIMETER OF EACH PILE CAP
OCTAGONAL PILES OCTAGONAL PILES
PILE CAP REINFORCEMENT SHOWN IS FOR DURATION OF STAGE 2
INDICATIVE ONLY. STRUCTURAL GRADE BARS s OR APPROVED ALTERNATIVE AROUND WORK
(230 MPa YIELD STRENGTH TO AS A92) AREA(S) AT ALL TIMES
(AS PER ORIGINAL DESIGN)
MINIMUM REMAINING CONCRETE TO MAINTAIN
CONSTRUCTION SEQUENCE 2 BRIDGE STRUCTURAL SAFETY :
A> 850mm
STEP A - ELEVATION B > 850mm
IF DIMENSION A OR B ARE LESS THAN ABOVE
(PIERS 1, 3, 4 & 5) DIMENSIONS, REFER TO SUPERINTENDENT
IMMEDIATELY. SUPERINTENDENT TO ARRANGE
1:40 UNREDUCED AT A3 FOR BRIDGE LOAD LIMIT REDUCTION IN
1:20 UNREDUCED AT At
CONSULTATION WITH DESIGN ENGINEER.
IMPORTANT : ENSURE LOAD LIMIT AND VESSEL
LIMIT IN PLACE BEFORE COMMENCING WORK. SECTION
4:40 UNREDUCED AT A3
4:20 UNREDUCED AT A1
=o =o FOR GALVANIC PROTECTION / FUTURE CATHODIC
aor aor
PROTECTION (CP) CHECK ELECTRICAL
150 150
CONTINUITY OF REINFORCEMENT AND CORRECT
| f 2310 2310 T | WHERE NECESSARY WITH TACK WELDING OR
EQUIVALENT.
NOTE : TIE WIRE IS INSUFFICIENT TO ENSURE
JCOLUMN ELECTRICAL CONTINUITY.
PILE CAP TO BE EXTENDED INSTALL REFERENCE ELECTRODES x 6 po 800 LAP TYPICAL ORIGINAL FACE OF 1200
(TO FIT PILE ENCASEMENT) MINIMUM TO EACH PILE CAP. EACH LOCATION x 1200 PILE CAP
ADDITIONAL N20 TO BE MARKED WITH A SPECIFIC REFERENCE 5/N20 "L" BARS EACH
REINFORCEMENT AS PER NUMBER (EG. 1A FOR PIER 1, ELECTRODE A.) SIDE WITH 900 LAP
OPPOSITE END. ACROSS END.
BREAKOUT LINE
800 L, P TYPICAL
5/N20 es
pes e|
{I
{I
i
ry i i I
i i
i i
i ii
il {I
|| \l
|| \/
& Ww {| Il
e | lle ele
i
1D INE \I til HU" BARS "U" BARS > "U" BARS . —----- ~~~ ~~~. —----~--~- ~~~.
N20 00 LIGS 4/3 / NEW N20 - 200 LIGS 13 / NEW N20 - 200 LIGS 10 / NEW nao 200
"U" BARS --f---. --LLn. I]
\
900 LAP TYPICAL. CUT BOTTOM LEG
WHERE REQUIRED TO CLEAR ILES
(50mm NOM FROM FACE OF PIL!
NEW N20 -200 LIGS (AS "U ARS IN
CLEAN AND REPAIR EXPOSED PILE CAP PAIRS)TO BE POSITIONED OCTAGONAL PILES
ADJACENT TO
REINFORCEMENT. SOME BARS ARE REQUIRED EXISTING @12 LIG AND FIKTED NEATLY
FOR STRUCTURAL CAPACITY . SOME BARS ARE AGAINST EXIST MAIN BAR K WELD
NOT NEEDED AND DO NOT REQUIRE REPAIR. CONSTRUCTION SEQUENCE 2 - EACH HALF LIG TO MAIN BARS, SITE MEASURE LIG DIMENSIONS BEFORE
REFER TO DRAWING NO004 FOR DETAILS.
ORDERING. ENSURE MINIMUM 90mm COVER ALL
NOTES: DO NOT PRIME REO WITH ANY COATINGS, TO STEP B - ELEVATION ROUND
AVOID ADVERSE EFFECTS ON GALVANIC
PROTECTION OR FUTURE CP SYSTEM.
1 PLEASE PRINT IN COLOUR. (PIERS 1, 3, 4 & 5)
2 REFER TO DRAWINGS NO01 - N004 FOR PROJECT SPECIFIC NOTES. 4:40 UNREDUCED AT A3 SECTION (D\
4:20 UNREDUCED AT A1
3, PILE HEADBARS NOT SHOWN. * NEW N20 LIGS ARE SPECIFIED TO IMPROVE TORSION 4:40 UNREDUCED AT A3 Le)
4:20 UNREDUCED AT A1
STRENGTH AND RESTRAIN ASR BURSTING STRESSES
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |PILE CAP REPAIR TYPE 1
copyright in accordance with the x COINS Designed Verified DESIGN - MUNNA POINT, NOOSA SHEET 1
agreement between Tod
Consulting pty Itd (tc) and tc's C DOWDING MAY 2014 Drawing Number
client. This drawing shall only be consulting engineers Approved RPEQ No RDP 02600 -S007
used for this specific project.
Cc 5.9.14 AMENDED AS CLOUDED NV Noosa: 07 5449 9600 CBOQWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used B 02.7.14 ISSUED FOR TENDER PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the A 26.6.14 ISSUED FOR REVIEW Pc [email protected] www todconsulting.com Rens 0.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 12
1225
(WIDEN HEADSTOCK FOR
IMPROVED SIDE COVER) EXISTING 900 DIA COLUMN
BREAKOUT LINE
COLUMN
STRONGBACK
FINISHED DIMENSIONS PER (Co
SECTION E
"Z" TIES
REPAIR MORTAR TYPE B 10mm FALL 10mm FALL EXISTING 450 PSC
(PUMPABLE CONSISTENCY) a OCTAGONAL PILES
| —— 25mm CHAMFER
¢| TIDE LEVELS SHOWN
ARE RELATIVE TO
PIER 4
Ii
\l
TIDE RL
TF i Wl
{i i HAT 0.68
i i
i i
il i
il il
i MHWS 0.36
{I
\I
w L NS \le e\e ele MHWN 0.23
i y) @
MSL 0.03
jy
MLWN -0.13
a fp
MLWS -0.25
--| --.
2460 START POUR AT LOW TIDE
TEMPORARY WORK PLATFORM
(REMOVE AFTER COMPLETING COATINGS)
CONSTRUCTION STEPS
4 FILL FORMWORK WITH FRESH WATER TO EXPEL SALT
WATER-
2 LEAVE FORMWORK FLOODED WITH FRESHWATER FOR 2 SECTION
HOURS MINIMUM.
AT LOW TIDE, EMPTY FORMWORK USING REMOVAL PLUGS 1:40 UNREDUCED AT A3
1:20 UNREDUCED AT At
AND OR "SLURPY" PUMP.
AT LOW TIDE , (WATER LEVEL TO BE BELOW UNDERSIDE
OF FORMWORK) COMMENCE PLACEMENT OF REPAIR
MORTAR TYPE B (PUMPABLE CONSISTENCY)
)
GROUT TORI ERNAL fe) CORROSION. om
MN y RO Q
EMOVE INT! XYGEN /
LEAVE FORMWORK IN PLACE FOR 24 HOURS MINIMUM
AFTER FINISHING OF POUR.
COMMENCE FORMWORK STRIPPING DURING FALLING
TIDE. STRIPPING WORKS TO BE COMPLETE AT LOW TIDE.
IMMEDIATELY AFTER FORMWORK STRIPPED (AT LOW
TIDE), CURE ALL PILECAP SURFACES PER CURING
METHOD TYPE A.
COAT ALL PILECAP SURFACES WITH COATING TYPE 1; AND
CURE PER CURING METHOD TYPE A. Gi So - ELEVATION
C RUC © QU
(PIERS 1, 3, 4&5). Ww
1:40 UNREDUCED AT A3
1:20 UNREDUCED AT At | &
se
INSTALL SACRIFICIAL GALVANIC
PROTECTION (EXTERNAL) ELECTRICALLY
CONNECTED TO PILE CAP REINFORCEMENT
RS
“> =~»
——
NOTES: CONSTRUCTION SEQUENCE 2 - STEP D - ELEVATION
1 PLEASE PRINT IN COLOUR. (ALL PIERS)
2 REFER TO DRAWINGS NO01 - N004 FOR PROJECT SPECIFIC NOTES. 1:40 UNREDUCED AT A3
1:20 UNREDUCED AT At
COPYRIGHT © Associated Consultants Client TOD Drawn Verified Project Drawing Title
This drawing is subject to P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |PILE CAP REPAIR TYPE 1
copyright in accordance with the ete!
agreement between Tod um NOO COUNCIL Designed Verified DESIGN - MUNNA POINT, NOOSA SHEET 2 Drawing Number
Consulting pty Itd (tc) and tc's C DOWDING MAY 2014
client. This drawing shall only be 20.10.14, AMENDED AS CLOUDED NV consulting engineers Approved RPEQ No RDP 02600 -S008
used for this specific project.
5.9.14 AMENDED AS CLOUDED NV Noosa: 07 5449 9600 C DQWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used 02.7.14 | ISSUED FOR TENDER PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Gneq Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until irked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 26.6.14 | ISSUED FOR REVIEW Pc [email protected] www todconsulting.com 0.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 13
00mm NOM
BREAK OUT CRACKED VEE OUT CRACKS INDJCATIVE ONLY BREAK OUT CRACKED
CONCRETE AT END TO 50x50 MINIMUM | CONCRETE AT END
(CRACKS INDICATIVE ONLY)
/
— CLEAN OFF
BARNACLES AND
NARNIA SNS EEE EE EEE EEN EEE L~_] 1 “\I_ “|
CONSTRUCTION SEQUENCE 2 - STEP A - ELEVATION
Zn (PIERS 2 & 6) ~~ Zn
oct Oot
ano ano
ZZ za
ow 0 T, fiw
bw 1:27 UNREDUCED Af At Ww bw
xa xs
ua Ug
Or Or
ae Ke aE
Oo2 o2
wo” wa
or s ar
150 150
2310 10
|
r 5/N20 "L" BARS EACH SIDE WITH 900 os
LAP ACROSS END. 100mm WELDED
COLUMN
LAP TO EXISTING BARS.
CHECK PILE CAP REINFORCEMENT ©
FOR ELECTRICAL CONTINUITY, AND
CORRECT WHERE NECESSARY.
BLAST CLEAN AS PER OPPOSITE
CRACKS END
5/N20
w \
K/|
900 LAP ACROSS \ INSTALL REFERENCE ELECTRODES x 6
ENDS (TYPICAL) MINIMUM TO EACH PILE CAP. EACH LOCATION
TO BE MARKED WITH A SPECIFIC REFERENCE
[NNN NEN ON ONIN EN ENE EN ONENESS WAL A_ALALALAL_AL_AL_ RE" | NUMBER (EG. 1A FOR PIER 1, ELECTRODE A.)
(SION
5/ N20 BARS TOP AND BOTTOM TO HAVE 100mm
WELDED LAP TO EXISTING TOP BARS AND EPOXY
200mm EMBEDMENT ADJACENT TO BOTTOM BARS.
NOTES: CONSTRUCTION SEQUENCE 2 - STEP B - ELEVATION
1 PLEASE PRINT IN COLOUR. (PIERS 2 & 6)
2 REFER TO DRAWINGS NO01 - N004 FOR PROJECT SPECIFIC NOTES.
1:40 UNREDUCED AT A3
1:20 UNREDUCED AT At
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to fp] NOOSA COUNCIL P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |PILE CAP REPAIR TYPE 2
copyright in accordance with the
agreement between Tod Designed Verified DESIGN - MUNNA POINT, NOOSA SHEET 1
Consulting pty Itd (tc) and tc's C DOWDING MAY 2014
client. This drawing shall only be consulting engineers Approved RPEQ No
used for this specific project. RDP
Cc 5.9.14 AMENDED AS CLOUDED NV Noosa: 07 5449 9600 BOWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used B 02.7.14 | ISSUED FOR TENDER PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Sigr(6é Date MCU APPROVAL HORIZ DATUM 0 10 30 50 0
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for constructi in the A 26.6.14 | ISSUED FOR REVIEW Pc [email protected] www todconsulting.com —S 0.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev| Date |Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmSection 14
Zn Zn
Oct Oct
no no
ZZ ZZ
ow ow
bw bw
x x
ua ua
Ore Ore
ae ae
OD OD
ua ua
=o =o
aor aor
150 150
2310 2310
| f T |
FILL CRACKS WITH
UNDERWATER EPOXY - SEE
DETAILA
FORM UP ENDS AND FILL CRACKS WITH FORM UP ENDS AND
POUR REPAIR MORTAR UNDERWATER EPOXY - SEE POUR REPAIR MORTAR
TYPE B. DETAILA TYPE B.
| Ww
CONSTRUCTION SEQUENCE 2 - STEP C - EL VATION eo
(PIERS 2 & 6) Ww
1:40 UNREDUCED AT A3
1:20 UNREDUCED AT At Ke
° s
ONSTRUCTION STEPS :
50 MINIMUM REMOVE BARNACLES / DEBRIS FROM PILE CAPS AND
WATER BLAST CLEAN.
2 FILL FORMWORK WITH FRESH WATER TO EXPEL SALT
WATER.
LEAVE FORMWORK FLOODED WITH FRESHWATER FOR 2
HOURS MINIMUM. ws O
AT LOW TIDE, EMPTY FORMWORK USING REMOVAL PLUGS
AND OR "SLURPY" PUMP.
AT LOW TIDE , (WATER LEVEL TO BE BELOW UNDERSIDE
EPOXY(REFER NOTE PT1, DRG 02600-S01 OF FORMWORK) COMMENCE PLACEMENT OF REPAIR ©
MORTAR TYPE B (PUMPABLE CONSISTENCY)
LEAVE FORMWORK IN PLACE FOR 24 HOURS MINIMUM
AFTER FINISHING OF POUR.
FACE OF
COMMENCE FORMWORK STRIPPING DURING FALLING
PILECAP
TIDE. TIME STRIPPING WORKS TO BE COMPLETE AT LOW
TIDE.
IMMEDIATELY AFTER FORMWORK STRIPPED (AT LOW
EXISTING REINFORCEMENT TIDE), CURE ALL PILECAP SURFACES PER CURING
METHOD TYPE A. a <
COAT ALL PILECAP SURFACES WITH COATING TYPE 1; AND
DETAIL A - CRACK REPAIRS CURE PER CURING METHOD TYPE A.
10 FILL STEEL COLUMNS WITH NITROGEN OR CEMENT
4:40 UNREDUCED AT A3 fy GROUT TO REMOVE INTERNAL OXYGEN / CORROSION.
4:20 UNREDUCED AT A1
INSTALL SACRIFICIAL GALVANIC
PROTECTION (EXTERNAL) ELECTRICALLY
CONNECTED TO PILE CAP REINFORCEMENT
Sa Z4
“Co “<C>
NOTES:
CONSTRUCTION SEQUENCE 2 - STEP D - ELEVATION
1 PLEASE PRINT IN COLOUR.
2 REFER TO DRAWINGS NO01 - N004 FOR PROJECT SPECIFIC NOTES. (ALL PIERS)
1:40 UNREDUCED AT A3
1:20 UNREDUCED AT At
COPYRIGHT © Associated Consultants Client TOD = Drawn Verified Project Drawing Title
This drawing is subject to fp] NOOSA COUNCIL P COOKE C DOWDING BRIDGE REMEDIAL WORKS - REFERENCE |PILE CAP REPAIR TYPE 2
copyright in accordance with the
agreement between Tod Designed Verified
Consulting pty Itd (tc) and tc's C DOWDING MAY 2014 DESIGN - MUNNA POINT, NOOSA SHEET 2 Drawing Number
client. This drawing shall only be 20.10.14] AMENDED AS CLOUDED NV consulting engineers Approved RPEQ No RDP 02600 -S010
used for this specific project.
5.9.14 AMENDED AS CLOUDED NV Noosa: 07 5449 9600 QWDING 8339 LOCAL AUTHORITY NOOSA SHIRE COUNCIL
This drawing shall not be used 02.7.14 ISSUED FOR TENDER PC Sunshine Coast: 07 5329 3190 Mackay: 07 4840 2337 Date MCU APPROVAL HORIZ DATUM 0 10 20 30 40 50 60
for construction until marked as PO Box 61, Noosaville, QLD 4566
‘issued for construction’ in the 26.6.14 ISSUED FOR REVIEW Pc [email protected] www todconsulting.com ©C20.10.14 ROL APPROVAL VERT DATUM AHD Aid|
revision description. Rev! Date Revision Description Drawn ABN. 39 128 805 336 OPW APPROVAL RL MEASUREMENT BAR - INCREMENTS IN mmThe text continues on section 15.