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2015-03-31 I&S Committee - Item 5 - Attachment 2 - Munna Pt Bridge Repairs Design Drawings
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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.
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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 mmSee the original
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