Original source · versioned page text
FULL PLAN SET submitted.png
Original PDF page 11, section 1. The text section number identifies this passage in the reader.
Plans and drawings
This document appears to be plans or drawings. Its page text below holds only the words printed on the drawings, without the drawings themselves, so it may be jumbled or hard to follow. To see the plans as drawn, choose Original above or download the file (both need you to log in).
Log in to see the plans as drawn CONCRETE NOTES CONCRETE CONT' REINFORCEMENT REINFORCED CONCRETE BLOCKWORK RETAINING WALL - REINFORCED CONCRETE BLOCKWORK
C1. ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH AS 3600 CURRENT C20. SLIP JOINTS ARE TO BE USED ON ALL LOAD BEARING MASONRY WALLS. USE R1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS 3600, RB1. ALL WORKMANSHIP SHALL COMPLY WITH AS 3700, AND THE SPECIFICATIONS. RW1. ALL WORKMANSHIP SHALL COMPLY WITH AS 4679 AND AS 3700.
EDITIONS WITH AMENDMENTS, EXCEPT WHERE VARIED BY THE CONTRACT TWO LAYERS OF GALVANIZED FLAT STEEL WITH GRAPHITE GREASE BETWEEN IN AS4671 AND OTHER RELEVANT AUSTRALIAN CODES.
DOCUMENTS. INTERNAL SKIN & TWO LAYERS OF STAINLESS STEEL WITH GRAPHIC GREASE RB2. ALL BLOCKS SHALL CONFORM TO AS 2733. RW2. RETAINING WALL FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE
BETWEEN IN EXTERNAL SKINS. PROVIDE MORTAR LEVELLING STRIP AS R2. REINFORCEMENT TYPE AND GRADE. BEARING PRESSURE AS NOTED ON DRAWINGS. THIS FOUNDATION MATERIAL
RB3. THE DESIGN STRENGTH OF CONCRETE MASONRY SHALL BE AS FOLLOWS :- SHALL BE UNIFORM AND BE APPROVED BY THE GEOTECHNICAL ENGINEER
C2. ALL CONCRETE SUPPLY SHALL COMPLY WITH AS1379. CONCRETE PROPERTIES REQUIRED.
AND COVER TO REINFORCING. SYMBOL TYPE MPa DUCTILITY PRIOR TO THE PLACEMENT OF ANY FOOTING REINFORCEMENT.
C21. NON LOAD BEARING MASONRY SHALL BE SEPARATED FROM THE SOFFIT OF CLASS ELEMENT BLOCK STRENGTH MORTAR MIX
ELEMENT COVER (mm) f'c (MPa) MAX 56 DAY SLABS AND BEAMS BY 20mm. RW3. REFER TO "REINFORCED CONCRETE BLOCKWORK" NOTES FOR ADDITIONAL
GRADE CEMENT:LIME:SAND SPECIFICATIONS.
N HOT ROLLED DEFORMED BARS 500 NORMAL
(28 DAYS) SHRINKAGE C22. MASONRY WALLS MUST NOT BE CONSTRUCTED ON SUSPENDED CONCRETE
M3 MORTAR (NORMAL) RW4. TEMPORARY BATTERS TO BE AS PER GEOTECHNICAL ENGINEERS REPORTS.
UNTIL ALL TEMPORARY SUPPORTS ARE REMOVED AND ALL MASONRY TO BE LAID R HOT ROLLED PLAIN BARS 250 NORMAL
RETAINING WALL FOOTINGS 50 32 800um WALLS 15 1:1:6
HAS BEEN STACKED ADJACENT TO PROPOSED POSITION. M4 MORTAR (EXPOSURE GRADE)
W COLD DRAWN PLAIN ROUND WIRE 500 LOW RW5. PROVIDE CLEAN-OUT BLOCKS AT THE BASE OF EACH POUR LIFT. REINFORCED
MAX SLUMP = 80 1 : 0.5 : 4.5 CORES SHALL BE CLEANED OF MORTAR PROTRUSIONS BEFORE GROUTING
TYPICAL OPENINGS IN SLABS SL SQUARE WELDED MESH 500 LOW
MAX AGGREGATE SIZE = 20mm
RL RECTANGULAR WELDED MESH 500 LOW RW6. HORIZONTAL REINFORCEMENT IN WALLS IS TO BE SPLICED 600 AS REQUIRED.
C23. LOCATION OF ALL OPENINGS TO BE TO THE APPROVAL OF ACOR. RB4. LAY BOTTOM COURSE OF BLOCKS ON FULL MORTAR BED. ALL PERPENDS SHALL
C3. CEMENT TO BE TYPE SL TO AS 3972 UNLESS NOTED OTHERWISE THIS IS A L TM RECTANGULAR WELDED MESH 500 LOW BE FULLY FILLED WITH MORTAR, EXCEPT WHERE REQUIRED FOR WEEPHOLES. RW7. REFER TO TYPICAL DETAILS FOR FOOTING STEPS, INTERSECTION / CORNER
MODIFIED TYPE 'GP' CEMENT. SEE ACSE CONCRETE SPECIFICATION. C24. FOR PENETRATIONS GREATER THAN 1000 x 1000mm REFER TO ENGINEER'S DETAILS, AND VERTICAL CONTROL JOINT DETAILS.
PLANS. WHERE OPENINGS ARE NOT DETAILED, CONTACT ENGINEER RB5. CLEAN OUT BLOCKS SHALL BE PROVIDED AT THE BASE OF ALL REINFORCED
C4. NO 'BRECCIA' TYPE AGGREGATE IS TO BE USED. R3. ALL REINFORCEMENT TO CONFORM TO AS4671, CURRENT EDITIONS WITH RW8. COVER TO REINFORCEMENT IN BLOCK RETAINING WALLS SHALL BE MAINTAINED
IMMEDIATELY. CORES. REINFORCED CORES SHALL BE CLEANED OF MORTAR PROTRUSIONS
AMENDMENTS. BY THE USE OF PLASTIC "BLOCKAID" REINFORCEMENT LOCATION BRACKETS (OR
BEFORE GROUTING.
C5. NO ADMIXTURES SHALL BE USED IN CONCRETE UNLESS APPROVED IN WRITING C25. FOR PENETRATIONS GREATER THAN 1000 x 1000mm REFER TO ENGINEER'S REINFORCEMENT NOTATION GIVES THE FOLLOWING INFORMATION: NO. OF APPROVED EQUIVALENT) AT THE INTERSECTION OF ALL HORIZONTAL AND
BY THE ENGINEER. PLANS. WHERE OPENINGS ARE NOT DETAILED, CONTACT ENGINEER BARS, TYPE, SIZE (MM), SPACING (MM), LAYER. RB6. ALL REINFORCED CORES SHALL BE FILLED WITH GROUT. THE GROUT FILLING VERTICAL REINFORCEMENT.
IMMEDIATELY. FOR EXAMPLE 17N16 -250 T SHALL BE THOROUGHLY COMPACTED BY MECHANICAL VIBRATOR OR RODDING.
C6. PROJECT ASSESSMENT OF CONCRETE SHALL BE CARRIED OUT IN UNREINFORCED CORES NEED NOT BE FILLED UNLESS OTHERWISE NOTED. RW9. ALL CORES ARE TO BE FULLY GROUTED. GROUT SHALL BE IN ACCORDANCE
BEAM
ACCORDANCE WITH AS1379. FABRIC OR MESH NOTATION GIVES THE FOLLOWING INFORMATION: “RL” OR “SL”, WITH AS 3600 AND COMPLY WITH THE FOLLOWING :-
600 600 PRODUCT CODE, LAYER. FOR EXAMPLE SL82 T RB7. GROUT COVER TO REINFORCEMENT IN BLOCK RETAINING WALLS SHALL BE CHARACTERISTIC STRENGTH f'c = REFER TABLE.
C7. PROJECT CONTROL TESTING SHALL BE CARRIED OUT IN ACCORDANCE WITH MAINTAINED BY THE USE OF PLASTIC "BLOCKAID" REINFORCEMENT LOCATION MAXIMUM AGGREGATE SIZE = 10 mm.
AS1379 BY A NATA REGISTERED TESTING LABORATORY. SAMPLES SHALL BE R4. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND NOT NECESSARILY BRACKETS (OR APPROVED EQUIVALENT) AT THE INTERSECTION OF ALL SLUMP = 230 mm.
TAKEN FOR TESTING OF SLUMP, COMPRESSIVE STRENGTH AND ANY OTHER SHOWN IN TRUE PROJECTION. HORIZONTAL AND VERTICAL REINFORCEMENT.
EN
EN
TEST SPECIFIED. OP RW10. PROVIDE WATERPROOFING MEMBRANES AS REQUIRED BY ARCHITECTURAL
OP
R5. COVER TO REINFORCEMENT - CLEAR COVER TO TO ALL REINFORCEMENT FOR RB8. GROUT SHALL BE IN ACCORDANCE WITH AS 3600 AND COMPLY WITH THE SPECIFICATIONS. DESIGN, EXTENT AND CERTIFICATION OF MEMBRANE IS TO BE
600
DURABILITY SHALL BE AS INDICATED IN THE CONCRETE NOTES. COVER SHALL FOLLOWING :- PROVIDED BY WATERPROOFING SPECIALIST.
600
SLUMP SHALL BE SAMPLED FOR EACH TRUCK AT THE TIME OF POURING.
NOT BE LESS THAN THE SIZE OF THE AGGREGATE OR THE MAIN BAR. PIPES OR
TO MATCH CONDUITS SHALL NOT BE PLACED WITHIN THE COVER TO REINFORCEMENT. CHARACTERISTIC STRENGTH f'c = 20 MPa AT 28 DAYS. RW11. RETAINING WALLS ARE DESIGNED BASED ON THE ASSUMPTION THAT A
THE MINIMUM FREQUENCY OF SAMPLING FOR COMPRESSIVE TESTING OF EACH
ADJACENT ADDITIONAL COVER MAY BE REQUIRED TO ACHIEVE FIRE RATING - REFER TO MAXIMUM AGGREGATE SIZE = 10 mm. FUNCTIONING DRAINAGE SYSTEM IS EFFECTIVE IN REMOVING HYDRAULIC
TYPE AND GRADE SHALL BE IN ACCORDANCE WITH THE FOLLOWING TABLE:
TOP BARS DESIGN DRAWINGS. SLUMP = 230 mm. PRESSURE . PROVIDE CONTINUOUS AG DRAINS BEHIND THE ENTIRE EXTENT OF
THE RETAINING WALL. THE DRAINAGE SYSTEM IS TO BE DESIGNED FOR LONG
NUMBER OF NUMBER OF SAMPLES BOTTOM BARS: FOR EVERY TWO BARS THAT ARE RB9. MAXIMUM CONTINUOUS POUR HEIGHT SHALL BE 3600 mm, STOP POUR 50 mm TERM PERFORMANCE EQUAL TO THAT OF THE DESIGN LIFE OF THE WALL. THE
BATCHES PER DAY 1 SAMPLE = 3 CYLINDERS TERMINATED BY PENETRATION, ADD ONE BAR EACH SIDE SUPPORT REINFORCEMENT ON MILD STEEL PLASTIC TIPPED CHAIRS, PLASTIC
CHAIRS OR CONCRETE CHAIRS AT NOT GREATER THAN 1 METRE CENTRES BOTH BELOW TOP OF BLOCK TO PROVIDE KEY FOR THE FOLLOWING POUR. DESIGN AND DOCUMENTATION OF THIS SYSTEM IS BY OTHERS AND IS TO
(4 CYLINDERS FOR POST TENSIONED CONCRETE) USING SAME GRADE AND SIZE OF REINFORCEMENT. INCLUDE DETAILS OF EFFLUX POINTS FOR THE DRAINAGE AND ACCESS /
WAYS. IN EXPOSED CONDITIONS B2 OR C (TO AS3600) RB10. BUILDER IS TO PROVIDE TEMPORARY PROPPING TO WALLS WHERE REQUIRED
1 1 SAMPLE MAINTENANCE POINTS.
FOR STABILITY DURING CONSTRUCTION.
PIPE PENETRATION THROUGH BEAM USE ONLY PLASTIC OR CONCRETE CHAIRS. RW12. BACKFILL BEHIND THE WALL IS TO BE CLASSIFIED AS FREE DRAINING GRANULAR
1 TO 5 2 SAMPLES
C26. LOCATION OF ALL OPENINGS TO BE TO THE APPROVAL OF THE STRUCTURAL R6. WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED WITHOUT THE VERTICAL JOINTS MATERIAL. FREE DRAINING GRANULAR MATERIAL SHALL BE A NON-COHESIVE
6 TO 10 3 SAMPLES
ENGINEER. APPROVAL OF THE ENGINEER. RB11. PROVIDE VERTICAL CONTROL JOINTS IN ALL WALLS AT A MAXIMUM OF 8000 mm WELL GRADED GRANULAR MATERIAL COMPRISING SOUND STONE PARTICLES
11 TO 20 4 SAMPLES CENTRES OR AT SLAB JOINTS UNLESS INDICATED OTHERWISE ON THE WHICH DO NOT BREAK DOWN UNDER COMPACTION, WETTING OR EXPOSURE TO
C27. MINIMUM DISTANCE FROM BEAM SOFFIT TO PIPE SOFFIT TO BE 150mm. R7. PROVIDE DISTRIBUTION REINFORCEMENT OR TIE BARS IF NOT SHOWN. WHERE AIR. THE MATERIAL PROPERTIES SHALL COMPLY WITH THOSE SPECIFIED IN
FOR EACH ADDITIONAL 10 1 ADDITIONAL SAMPLE STRUCTURAL DRAWINGS
NECESSARY PROVIDE N12-400 CENTRES (SPLICE 450) TABLE BELOW.
C28. FOR PIPES UP TO Ø90, ADD ONE ROW OF TIES EACH SIDE OF PIPE.
SAMPLES SHALL BE TESTED FOR COMPRESSIVE STRENGTH AS FOLLOWS: R8. SITE BENDING OF N BARS SHALL BE DONE COLD WITH POWER OR MECHANICAL HORIZONTAL JOINTS
ONE CYLINDER AT 3 DAYS (POST TENSIONED CONCRETE ONLY) C29. FOR PIPES Ø91 TO Ø150, ADD TWO ROWS OF TIES EACH SIDE OF PIPE AND 1-N16 BENDING TOOLS AND A MANDREL OR FORMER WITH A BAR DIAMETER OF 5 FREE DRAINING GRANULAR MATERIAL PROPERTIES
TIMES THE BAR SIZE. NOTE: IF N BARS ARE HEATED ABOVE 450°C (LESS THAN RB12. PROVIDE HORIZONTAL JOINT REINFORCEMENT EVERY THIRD COURSE FOR
ONE CYLINDER AT 7 DAYS HORIZONTAL BAR 1200 LONG TOP AND BOTTOM OF PIPE AT EVERY VERTICAL TIE PROPERTY LIMIT VALUE
RED HEAT) THEY LOSE STRENGTH. SOLID OR CORE FILLED BLOCKS
TWO CYLINDERS AT 28 DAYS LEG.
RB13. REFER TO TYPICAL "REINFORCED BLOCK WALL JUNCTION DETAILS" FOR STONE SIZE MAXIMUM 20 mm
C8. BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB THICKNESS. REINFORCEMENT LAPS
C30. FOR HOLES GREATER THAN Ø150 REFER TO ENGINEER'S DETAILS. WHERE REINFORCEMENT REQUIREMENTS AT CORNERS AND INTERSECTIONS.
R9. LAP REINFORCEMENT ONLY AT LOCATIONS SHOWN ON THE STRUCTURAL % PASSING 0.15 mm SIEVE MAXIMUM 5%
PENETRATIONS ARE NOT DETAILED, CONTACT STRUCTURAL ENGINEER
C9. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF APPLIED DRAWINGS OR AS OTHERWISE APPROVED IN WRITING BY THE STRUCTURAL RB14. REFER TO THE ARCHITECTS SPECIFICATIONS FOR ALL WATERPROOFING PLASTICITY INDEX MAXIMUM 8
IMMEDIATELY.
FINISHES. ENGINEER. DETAILS OF WALLS AS REQUIRED.
C31. LOCATION OF HOLES TO BE TO THE APPROVAL OF THE STRUCTURAL ENGINEER.
C10. NO HOLES, CHASES OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN ON RB15. REFER TO "RETAINING WALL NOTE" FOR ADDITIONAL INFORMATION ON RW13. PROVIDE GEOTEXTILE SEPARATION LAYER BETWEEN FREE DRAINING
SLAB REINFORCEMENT - LAP LENGTH (mm)
THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE MEMBERS WITHOUT EXTRA BACKFILLING AND DRAINAGE SYSTEMS BEHIND RETAINING WALLS. GRANULAR MATERIAL AND RETAINED FILL MATERIAL.
PRIOR APPROVAL OF THE ENGINEER. BEAM TIES BAR CONCRETE GRADE
RB16. REFER TO TYPICAL DETAILS FOR BOND BEAM LINTELS. RW14. COMPACTION OF BACKFILL BEHIND WALLS - COMPACTION SHALL BE BY
DIA. 25 MPa 32 MPa 40 MPa
C11. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED AND USE ONLY WHERE MECHANICAL PLATE VIBRATOR TO A MINIMUM OF 100% STANDARD
RB17. MASONRY WALLS MUST NOT BE CONSTRUCTED ON SUSPENDED CONCRETE COMPACTION. - BACKFILLING IS NOT TO TAKE PLACE UNTIL APPROVAL HAS BEEN
SHOWN OR SPECIFICALLY APPROVED BY THE ENGINEER. N12 600 500 450 UNTIL ALL TEMPORARY SUPPORTS ARE REMOVED AND ALL MASONRY TO BE LAID GIVEN BY THE ENGINEER.
C12. ALL CONCRETE COLUMNS ARE TO BE POURED A MINIMUM OF 4 HOURS PRIOR TO BEAM ZONE N16 850 750 650 HAS BEEN STACKED ADJACENT TO PROPOSED POSITION.
SLAB ZONE
SLAB OR BEAM OVER. N20 1100 1000 900 RW15. PROVIDE VERTICAL CONTROL JOINTS IN ALL WALLS AT A MAXIMUM OF 8000 mm
CENTRES UNLESS INDICATED OTHERWISE ON THE STRUCTURAL DRAWINGS.
C13. DRIP GROOVES ARE TO BE PROVIDED AT ALL EXPOSED EDGES. COVER TO
REINFORCEMENT IS TO BE MAINTAINED. BEAM REINFORCEMENT - LAP LENGTH (mm) RW16. WHERE EVER POSSIBLE, SURFACE WATER SHALL BE DIRECTED AWAY FROM THE
C14. CONDUITS, PIPES AND THE LIKE SHALL NOT BE PLACED WITHIN THE CONCRETE TOP OF THE WALL AND NOT BE ALLOWED TO POND BEHIND THE TOP OF THE
MIN.
150
BAR < 300mm CONCRETE CAST > 300mm CONCRETE CAST WALL OR ENTER THE SUBSURFACE DRAINAGE SYSTEM.
COVER
DIA. BELOW THE BAR BELOW THE BAR
C15. ALL CONCRETE (INCLUDING FOOTINGS AND SLABS ON GROUND) SHALL BE ADDITIONAL
MECHANICALLY VIBRATED TO ACHIEVE FULL COMPACTION. REINFORCEMENT CONCRETE GRADE CONCRETE GRADE
REINFORCEMENT
REFER TO 25 MPa 32 MPa 40 MPa 25 MPa 32 MPa 40 MPa
C16. SAWN CUT JOINTS ARE TO BE CUT AFTER THE CONCRETE HAS SUFFICIENTLY
NOTES
HARDENED THAT WILL NOT BE DAMAGED BY THE SAWING BUT BEFORE N12 600 500 450 750 650 600
SHRINKAGE CRACKING CAN OCCUR. N16 850 750 650 1100 950 850
PIERING REQUIREMENT
N20 1100 1000 900 1450 1300 1150
C17. CURING OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH AS3600 AND SHALL
C32. WHERE A SERVICE TRENCH IS PARALLEL TO A SIDE OF THE SLAB, WHETHER THE N24 1400 1250 1100 1800 1600 1400
COMMENCE WITHIN 2 HOURS OF FINISHING OPERATIONS. CURING SHALL BE BY
SLAB BE IN AN EXCAVATED OR FILLED AREA, THEN PIERING TO SUPPORT THE N28 1700 1500 1350 2200 1950 1700
CONTINUAL SATURATION WITH PORTABLE WATER FOR 3 DAYS FOLLOWED BY
SLAB BESIDE THE SERVICE TRENCH IS ONLY REQUIRED IF THE SERVICE LINE IS N32 2000 1800 1600 2600 2300 2050
PREVENTION OF MOISTURE LOSS FOR THE NEXT 4 DAYS USING POLYTHENE
BELOW A LINE OF INFLUENCE DRAWN FROM THE BOTTOM OF THE EDGE BEAM. N36 2400 2100 1850 3050 2700 2400
SHEETING OR WET HESSIAN PROTECTED FROM WIND OR TRAFFIC AND THEN
REFER TO DIAGRAM BELOW.
ALLOWING GRADUAL DRYING OUT. CURING COMPOUNDS MAY BE USED
PROVIDED THAT THEY COMPLY WITH AS3799 AND DO NOT AFFECT FLOOR
BAR COLUMN AND WALL REINFORCEMENT
FINISHES. THE COMPATIBILITY OF CURING COMPOUNDS WITH PROPOSED
DIA. LAP LENGTH (mm)
APPLIED FINISHES SHALL BE VERIFIED PRIOR TO APPLICATION. CURING
COMPOUNDS ARE TO BE APPLIED UNIFORMLY IN ACCORDANCE WITH THE N12 500
MANUFACTURER'S SPECIFICATION. PVA BASED CURING COMPOUNDS ARE NOT
SERVICE N16 650
ACCEPTABLE.
TRENCH N20 800
C18. ALIPHATIC ALCOHOL:- N24 950
WHEN SHADE TEMPERATURE EXCEEDS 35° C SPRAY THE EXPOSED SURFACE OF N28 1150
CONCRETE SLAB DURING THE PLACING AND FINISHING OPERATION WITH A FINE N32 1300
FILM OF APPROVED ALIPHATIC ALCOHOL. REPEAT THE SPRAY IF THE SPRAYED N36 1450
SURFACE HAS BEEN RE-WORKED. PIERS TO BE FOUNDED BELOW
THE ZONE OF INFLUENCE. L L L L L
L L
C19. ENSURE ADEQUATE SUPPLY OF ALIPHATIC ALCOHOL ON SITE BEFORE STRUCTURAL ENGINEER TO
COMMENCING CONCRETE WORK. ADVISE PIERING L
AY
REQUIREMENTS
CL
OR
D R10. LAPS IN MESH (FABRIC) SHALL COMPLY WITH AS3600. THE TWO OUTERMOST
°F
S AN TRANSVERSE WIRES OF ONE SHEET SHALL OVERLAP THE TWO OUTERMOST
45
FOR
30° PROVIDE EDGE BEAM
TRANSVERSE WIRES OF THE SHEET BEING LAPPED BY 25MM. A MAXIMUM OF 3
SHEETS OF MESH SHALL BE LAPPED AT ANY POINT.
DEEPENING IN LIEU OF PIER IN
< 150 kPa SOILS MINIMUM 50 MAX.
OVERLAP
50 MIN.
C32. THESE NOTES ARE INTENDED AS A GUIDE. THERE IS ALWAYS A POSSIBILITY OF N12 x 1200 LONG AT
SITE CONDITIONS REQUIRING VARIATION TO THESE PROCEDURES. IN SUCH WIRE CENTRES
CASES, THE STRUCTURAL ENGINEER MUST BE CONSULTED. ALTERNATIVE FABRIC SPLICE DETAIL
R11. SLAB REINFORCEMENT SHALL EXTEND 70mm ONTO SUPPORTING WALLS, WITH
50% OF BOTTOM BARS COGGED TO ACHIEVE ANCHORAGE AT SIMPLY
SUPPORTED ENDS. MESH IN SLABS SHALL EXTEND 70mm ONTO SUPPORTING
WALLS WITH A CROSS WIRE.
R12. ALL BEAM TIES ARE TO HAVE BAR ANCHORAGES LOCATED ON THE TOP FACE OF
ENGINEER'S CERTIFICATION
THE BEAM UNO. This drawing has been assigned an electronic code that
signifies the drawing has been checked and approved by: 0 4 8 12m
R13. REINFORCEMENT BAR JOGGLES SHALL BE 1 BAR DIAMETER OVER A LENGTH OF NAME: SHANE SUFFOLK
12 BAR DIAMETERS.
RPEQ No: 9330 SCALE 1:200 @ A1
C COPYRIGHT of this design and plan is the property of ACOR Consultants (Qld) Pty Ltd, ACN 126 011 087 ABN 18 126 011 087, all rights reserved. It must not be used, modified, reproduced or
SIGNED: FOR APPROVAL
copied wholly or in part without written permission from ACOR Consultants (Qld) Pty Ltd. ACOR Consultants is a trademark licensed to ACOR Consultants (Qld) Pty Ltd by ACOR Consultants Pty Ltd.
Client ARCHITECT Project Drawing Title
ACOR Consultants (Qld) Pty Ltd BIO RETENTION DETAILS
North WESSEL PETROLEUM LEVEL 4, 43 PEEL STR
PROPOSED BP SERVICE CENTRE SHEET 3 OF 3
South Brisbane QLD 4101
A FOR APPROVAL 30/06/20 BVZ SS T +61 7 3844 5900 NOOSAVILLE Drawn Date Scale A1 Q.A. Check Date
P1 FOR INFORMATION - BVZ SS BVZ MAR 2020 AS SHOWN SS -
Issue Description Date Drawn Approved MARY STR & WEYBA ROAD Designed Project No. Dwg. No. Issue
PHONE : PHONE : ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS NOOSAVILLE, QLD 4566 BVZ BR190571 C4.05 A
See the original
The page text is free to read. Viewing or downloading an original file needs an account.
Log in to see the originalLog in to download the original file
Large file: the download may take up to a minute.
Searchable page text hides email addresses. Original files are unchanged and may show email addresses.