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Enginerring plans RESERVE STREET NEW RESIDENCE REV B
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56 RESERVE STREET, POMONA QLD 4568
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DRAWING LIST
DESCRIPTION REVISION
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NUMBER
S00 COVER PAGE B
S01
S02
S03
GENERAL STRUCTURAL NOTES (SHEET 1)
GENERAL STRUCTURAL NOTES (SHEET 2)
GENERAL STRUCTURAL NOTES (SHEET 3)
B
B
B
ST
S04
S05
S06
FOOTING AND SLAB PLAN
FLOOR FRAMING PLAN
ROOF FRAMING PLAN
ON
B
B
B
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S07 CONNECTION DETAILS B
S08 WALL BRACING PLAN B
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S09 WALL BRACING DETAILS B
FO
O T
DO NOT SCALE FROM DRAWING
ALL SCALES ARE AS SHOWN (A3)
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REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
WEB www.peerce.com.au CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y.
PROPOSED NEW DWELLING N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN COVER PAGE
POST PO BOX 5296 56 RESERVE STREET, DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S00 B
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GENERAL NOTES SITE PREPARATION AND MANAGEMENT 8. A SUBSURFACE DRAINAGE SYSTEM SHALL BE INSTALLED BEHIND ALL RETAINING
WALLS AND DEEP STRIP FOOTINGS.
1. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL ARCHITECTURAL, 1. EARTHWORKS SHALL BE CARRIED OUT IN IN ACCORDANCE WITH AS 3798 -
9. UNLESS SPECIFIED ON THE DRAWINGS, SUBSURFACE DRAINS TO REMOVE
OTHER CONSULTANT DRAWINGS, SPECIFICATIONS AND ALL ISSUED GUIDELINES ON EARTHWORKS FOR COMMERCIAL AND RESIDENTIAL
GROUNDWATER SHALL NOT BE USED WITHIN 1.5M OF THE BUILDING.
INSTRUCTIONS. DEVELOPMENTS AND RECOMMENDATIONS FROM THE GEOTECHNICAL REPORT.
10. DRAINAGE UNDER SLAB SHALL BE AVOIDED WHERE PRACTICABLE, OTHERWISE
2. THE CONTRACTOR SHALL REPORT ALL DISCREPANCIES AMONG THE STRUCTURAL 2. DRAINAGE, EROSION AND SEDIMENTATION CONTROL SHALL BE INSTALLED PRIOR
PIPES SHALL BE ENCASED IN CONCRETE OR IN RECESSES IN THE SLAB IN
DRAWINGS, OTHER CONSULTANTS DRAWINGS OR ACTUAL SITE CONDITIONS TO TO ANY DISTURBANCE OF NATURAL GROUND SURFACE.
ACCORDANCE WITH AS/NZS 3500 SERIES.
THE ENGINEERS BEFORE PROCEEDING WITH THE WORK. 3. THE SITE SHALL BE STRIPPED OF ORGANIC SOILS SUCH AS TOPSOILS,
11. IF THE MATERIAL ENCOUNTERED DURING FOOTING TRENCH EXCAVATION DIFFERS
3. UNLESS STATED OTHERWISE ALL DIMENSIONS ARE IN MILLIMETERS AND ALL ROOT-AFFECTED SUBSOIL, PEAT, SILT AND FILL CONTAINING WOOD, METAL,
FROM THAT SHOWN IN THE GEOTECHNICAL REPORT, PEER ENGINEERS SHALL BE
LEVELS ARE IN METERS PLASTIC, BOULDERS OR OTHER DELETERIOUS MATERIAL.
NOTIFIED IMMEDIATELY.
4. THE CONTRACTOR SHALL NOT OBTAIN THE DIMENSIONS BY SCALING OFF THE 4. DEBRIS FROM OLD FOUNDATION PIPELINES SHALL ALSO BE REMOVED BEFORE
12. PEER ENGINEERS PTY. LTD. SHALL BE NOTIFIED IMMEDIATELY PRIOR TO
DRAWINGS. CONSTRUCTION.
CONSTRUCTION IF THE FOLLOWING CONDITIONS ARE KNOWN:
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5. THE CONTRACTOR SHALL VERIFY DIMENSIONS, LEVELS AND LOCATIONS OF ALL 5. A SINGLE TREE WITHIN THE INFLUENCE DISTANCE OF 1 X MATURE HEIGHT OR A
· REMOVAL OF AN EXISTING BUILDING AND TREES PRIOR TO CONSTRUCTION.
STRUCTURAL MEMBERS PRIOR TO FABRICATION AND / OR COMMENCEMENT OF THE GROUP OF TREES WITHIN THE DISTANCE OF 2 X MATURE HEIGHT FROM THE
· PRESENCE OF TREES ON THE BUILDING OR ADJACENT SITE.
WORK. BUILDING MUST BE REMOVED TO A SUFFICIENT DEPTH, BECAUSE TREES CAUSE
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· ABNORMAL MOISTURE CONDITIONS CAUSED BY DRAINS, PONDS, TANKS OR POOLS.
6. THE CONTRACTOR SHALL LOCATE ALL EXISTING UNDERGROUND SERVICES AND SEVERE DRYING AND COVERING THE GROUND LEADING TO AN EXCESSIVE
I
14. THE SITE SHALL BE PROPERLY MAINTAINED AT ALL TIMES IN ACCORDANCE WITH
REPORT TO THE ENGINEERS FOR ADVICE IF ANY CLASHES OCCUR. MOVEMENT OF THE FOOTING AND RESULTING EXCAVATIONS SHOULD BE
AS2870, APPENDIX B - FOUNDATION PERFORMANCE AND MAINTENANCE AND THE
7. DURING CONSTRUCTION, THE WHOLE STRUCTURE SHALL BE MAINTAINED IN A BACKFILLED AND COMPACTED WITH SUITABLE MATERIAL TO THE REQUIRED
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CSIRO PAMPHLET, BUILDING TECHNOLOGY FILE 18, FOUNDATION MAINTENANCE
STABLE CONDITION AT ALL TIMES AND NO STRUCTURE ELEMENTS SHALL BE STANDARD.
AND FOOTING PERFORMANCE: A HOMEOWNER'S GUIDE. THE OWNER AND
OVERSTRESSED DUE TO APPLIED CONSTRUCTION LOADS. THE CONTRACTOR 6. CUT SLOPE REQUIREMENTS: UNLESS RETAINED BY ENGINEERED WALLS, CUT
CONTRACTOR SHALL PAY ATTENTION TO THE FOLLOWING:
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SHALL ALLOW AND BE RESPONSIBLE FOR THE DESIGN AND ERECTION OF ANY SLOPES OF UP TO 2M IN HEIGHT MUST BE LIMITED TO 1.5 HORIZONTAL : 1 VERTICAL
· DRAINAGE OF THE SITE: THE SITE SHOULD BE GRADED OR DRAINED SO THAT
REQUIRED TEMPORARY WORK. TO ENSURE STABILITY. THE SLOPE SHOULD THEN BE GRASSED OR LINED TO
WATER CANNOT POND AGAINST OR NEAR THE BUILDING. THE GROUND
8. THE CONTRACTOR SHALL ENSURE ALL WORK TO BE DONE IN ACCORDANCE WITH PREVENT SCOUR AND EROSION DAMAGE.
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IMMEDIATELY ADJACENT TO THE BUILDING SHOULD BE GRADED TO A UNIFORM
REQUIREMENTS OF RELEVANT CURRENT WORKPLACE HEALTH AND SAFETY ACT. 7. TREATMENTS OF FILL SITES SHALL COMPLY WITH THE FOLLOWING:
FALL OF 50MM MIN. OVER THE FIRST METRE AWAY FROM THE BUILDING. THE
9. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH THE · MATERIALS WITH LARGE PARTICLES (MORE THAN 20% BY MASS OF PARTICLES
FILLING SHALL BE COMPACTED AND GRADED TO ENSURE DRAINAGE OF WATER
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BUILDING CODE OF AUSTRALIA, RELEVANT CURRENT AUSTRALIAN STANDARDS COARSER THAN 37.5MM AFTER FILL COMPACTION) THAT WILL CAUSE DIFFICULTIES AWAY FROM THE BUILDING.
AND REQUIREMENTS OF LOCAL GOVERNMENT AUTHORITIES. IN THE EXCAVATIONS OF TRENCHES FOR FOOTINGS / SERVICES, DRIVING OF PILES · LIMITATIONS ON GARDENS: GARDEN BEDS ADJACENT TO THE BUILDING AND
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10. THE CONTRACTOR SHALL GIVE A MINIMUM 48 HOURS NOTICE OF INSPECTIONS FOR OR DRILLING OF PIERS SHALL NOT BE USED TO FORM A STRUCTURAL FILL. OVERWATERING OF GARDEN CLOSE TO THE BUILDING FOOTINGS SHALL BE
ALL STRUCTURAL WORK. · OVER-WET MATERIAL SHALL NOT BE USED FOR FILL SLOPING SITES.FILL AVOIDED.
11. SUBSTITUTION OF ANY STRUCTURAL WORK SHALL NOT BE PERMITTED WITHOUT CONTAINING BUILDING DEBRIS AND OTHER ORGANIC MATERIAL SHALL BE REMOVED · RESTRICTIONS ON TREES AND SHRUBS: A SINGLE TREE PLANTING SHOULD BE
S
THE APPROVAL OF A CHARTERED ENGINEER FROM PEER ENGINEERS PTY. LTD. FROM THE BUILDING AREA. RESTRICTED
· THE FILL SHALL CONTINUE PASSED THE EDGE OF THE BUILDING BY AT LEAST 1.0M · TO A DISTANCE FROM THE BUILDING AS FOLLOWS:
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DESIGN PARAMETERS AND SHALL BE RETAINED OR BATTERED BEYOND THIS POINT A SLOPE PROTECTED
(i) 1 1/2 X MATURE HEIGHT FOR CLASS E SITES.
1. WIND LOADS HAVE BEEN CALCULATED IN ACCORDANCE WITH "AS/NZS 1170.2 FROM EROSION AND NOT STEEPER THAN 1 : 2 (VERTICAL : HORIZONTAL) SLOPE OR
WIND ACTIONS" USING THE FOLLOWING PARAMETERS: (ii) 1 X MATURE HEIGHT FOR CLASS H1 AND CLASS H2 SITES.
LESS MUST BE FORMED TO THE NATURAL GROUND. OTHERWISE SLOPE
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REGION B (iii) 3/4 X MATURE HEIGHT FOR CLASS M SITES.
STABILIZATION WILL BE WITH THE APPROVAL FROM THE ENGINEER AFTER
TERRAIN CATEGORY 2.5 · FOR A GROUP OF TREES, THE RESTRICTED DISTANCE SHALL BE TWICE THAT FOR A
INSPECTION.
SINGLE TREE.
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WIND CLASSIFICATION N3 · COHESIVE SOILS UP TO 0.4M DEEP SHALL BE WELL COMPACTED BY A MECHANICAL
2. UNLESS STATED OTHERWISE THE STRUCTURAL ELEMENTS SHOWN ON THESE · REPAIR OF LEAKS: LEAKS IN PLUMBING INCLUDING STORMWATER AND SEWERAGE
IN LAYERS NOT MORE THAN 0.15M THICK TO A CHIEVE A MINIMUM DENSITY RATIO
DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH RELEVANT CURRENCT DRAINAGE SHALL BE REPAIRED IMMEDIATELY.
(SEE AS 2189.5.4.1) OF 98%.
AUSTRALIAN STANDARDS AND LOCAL AUTHORITIES' REGULATIONS FOR THE · NON-COHESIVE SOILS UP TO 0.8M DEEP SHALL BE WELL COMPACTED BY A
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FOLLOWING IMPOSED ACTIONS U.N.O: FOUNDATIONS & FOOTINGS (REFER TO CONCRETE & REINFORCEMENT NOTES)
MECHANICAL ROLLER IN LAYERS NOT MORE THAN 0.3M THICK TO ACHIEVE A
1. THE DESIGN & CONSTRUCTION OF THE FOOTINGS & GROUND SLABS OF THE
MINIMUM DENSITY RATIO (SEE AS 2189.5.4.1) OF 75%.
IMPOSED ACTIONS - DOMESTIC AND RESIDENTIAL PROPOSED PROJECT SHALL BE IN ACCORDANCE WITH:
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· WHERE REACTIVE SOILS TO BE USED AS FILL, THE PLACEMENT MOISTURE CONTENT
· AS2870 RESIDENTIAL SLABS AND FOOTING CONSTRUCTION AND RELEVANT
UNIFORMLY SHALL BE IN A RANGE OF 90% TO 110% OF THE STANDARD OPTIMUM MOISTURE
AUSTRALIAN STANDARDS.
F
CONCENTRATED CONTENT.
ELEMENTS DISTRIBUTED
ACTIONS (kN) · THE COMPACTION SHALL BE TESTED BY NATA REGISTERED LABORATORY AND
ACTIONS (kPa)
NATA TEST CERTIFICATE SHALL BE FORWARDED TO PEER ENGINEERS PTY. LTD. INSPECTIONS AND CERTIFICATIONS
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GENERAL FLOOR AREAS 1.5 1.8 · IF THE COMPACTION TEST IS NOT CARRIED OUT OR IF THE CONTROLLED FILL IS
1. ALL REINFORCED CONCRETE MEMBERS TO BE INSPECTED BY
DEEPER THAN 0.4M FOR COHESIVE SOILS OR 0.8M FOR NON-COHESIVE SOILS,
BALCONIES 2.0 1.8 PEER ENGINEERS PTY. LTD. PRIOR TO THE CONCRETE
DEEPER PILES OR PIERS FOUNDATION SHALL BE USED. THE PILES / PIERS SHALL BE
PLACEMENT.
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STAIRS & LANDINGS 2.0 2.7 TAKEN THROUGH THE UNCONTROLLED FILL INTO NATURAL SOILS OF SUFFICIENT
2. ALL TIMBER AND STEEL STRUCTURAL MEMBERS SHALL NOT
GARAGE & CARPORTS (MAX. BEARING CAPACITY.
2.5 13.0 BE COVERED UNTIL INSPECTED BY PEER ENGINEERS PTY. LTD.
8. SPOON DRAINS SHOULD BE INSTALLED AROUND THE HIGH SIDE OF THE BLOCK AND
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2500KG GROSS MASS TRAFFIC 3. FINAL CERTIFICATIONS TO BE ISSUED BY PEER ENGINEERS
DRIVWAYS AND RAMPS (MAX. AT THE BOTTOM OF ALL BATTERS. IT IS RECOMMENDED THAT SURFACE WATER
PTY. LTD. PEER ENGINEERS WILL NOT TAKE ANY
5.0 31.0 RUNOFF SHALL BE COLLECTED AND DISCHARGED AWAY THROUGH PROPERLY
1000kg GROSS MASS VEHICLES) RESPONSIBILITIES IF THE INSPECTIONS ARE NOT CONDUCTED
DESIGNED PIPED DISCHARGES AND WATER RUNOFF SHALL NOT BE ALLOWED TO
BY A CHARTERED ENGINEER FROM OUR OFFICE.
ROOF 0.25 1.1 CONCENTRATE AND FLOW OVER THE NATURAL SURFACE. SIMILARLY ALL ROOF
WATER AND STORM WATER RUNOFF FROM IMPERVIOUS AREAS SHOULD BE
COLLECTED AND PIPED TO THE STORM WATER DRAINAGE SYSTEM.
DO NOT SCALE FROM DRAWING
ALL SCALES ARE AS SHOWN (A3)
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y. WEB www.peerce.com.au
PROPOSED NEW DWELLING GENERAL STRUCTURAL N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN
POST PO BOX 5296 56 RESERVE STREET, NOTES (SHEET 1) DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S01 B
Page 3
11. CONSTRUCTION JOINTS, THE HARDENED CONCRETE SHALL BE THOROUGHLY MINIMUM LAP LENGTH (FOR 25MPa, 32MPa & 40 MPa CONCRETE)
CONCRETE SCRABBLED TO PRODUCE WELL-BOND INTERFACE WITH FRESHLY PLACED
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH CURRENT MINIMUM CENTRE-TO-CENTRE SPACING OF BARS (mm)
CONCRETE. BAR
AS3600, AS1379 AND RELEVANT AUSTRALIAN STANDARDS. 50 100 150 200 250 300 (MAX.)
12. WHERE NOT SHOWN ON THE DRAWINGS, NO CONSTRUCTION JOINTS SHALL BE
2. CONCRETE SHALL HAVE THE MAXIMUM AGGREGATE SIZE OF 20MM. N12 700* 550 550 550 550 550
MADE WITHOUT THE APPROVAL OF PEER ENGINEERS PTY. LTD.
3. CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 80MM (± 15MM TOLERANCE). N16 1000* 800 700 700 700 700
13. UNLESS NOTED OTHERWISE, HOLES, CHASES AND EMBEDED ITEMS INCLUDING
4. SAMPLING AND TESTING OF CONCRETE SHALL BE IN ACCORDANCE WITH AS1379 N20 1400* 1200* 1100 1100 1100 1100
PIPES AND CONDUITS WITH THEIR ASSOCIATED FITTINGS, SLEEVES SHALL NOT BE
AND RELEVANT AUSTRALIAN STANDARDS. SAMPLES SHALL BE TAKEN FROM THE
MADE IN A CONCRETE MEMBER OR STRUCTURE WITHOUT THE APPROVAL OF PEER N24 1550* 1400* 1400* 1400* 1400*
CONCRETE AS AND WHEN DISCHARGED AFTER COMPLETION OF MIXING BUT PRIOR
ENGINEERS PTY. LTD. N28 2000* 1800* 1800* 1800* 1800*
TO ANY SITE HANDLING. FOR STRENGTH GRADE ASSESSMENT, AT LEAST TWO N32 2400* 2200* 2200* 2200* 2200*
STANDARD CYLINDER SPECIMENS FROM EACH SAMPLE SHALL BE MADE AND
CURED IN ACCORDANCE WITH AS1012.8.1 & AS1012.8.2. REINFORCEMENT N36 2900* 2700* 2700* 2700*
23. WHERE SHOWN WITH ( * ), THE LAP LENGTH FOR DEFORMED BARS SPECIFIED IN NOTE 22
2700*
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5. WHERE A STRENGTH GRADE IS SPECIFIED, A SLUMP TEST IN ACCORDANCE WITH 14. REINFORCEMENT GRADE AND DUCTILITY CLASS:
CAN BE REDUCED BY 10% AND 20% FOR 32MPA AND 40MPA RESPECTIVELY.
AS1012.3.1 SHALL BE PERFORMED ON EACH STRENGTH SAMPLES. 24. THE LAP LENGTH OF HORIZONTAL BARS WITH MORE THAN 300MM OF CONCRETE CAST
6. UNLESS NOTED ON THE DRAWINGS OTHERWISE, MIN. CONCRETE STRENGTH AND REINFORCEMENT
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BELOW THE BARS SHALL BE INCREASED BY 30%.
REQUIRED COVER FOR CORROSION PROTECTION SHALL BE IN ACCORDANCE WITH YIELD
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DUCTILITY 25. THE LAP LENGTH FOR A UNIT OF BUNDLED BARS SHALL BE BASED ON THE LAP LENGTH
THE FOLLOWING: TYPE GRADE STRENGTH OF LARGEST BAR WITHIN THE BUNDLE INCREASED BY
CLASS
MIN. STRENGTH MIN. COVER (MPa)
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ELEMENTS · 33% FOR A 4-BAR BUNDLE.
f'c (MPa) (mm) BAR PLAIN TO AS/NZS 4671 R250N 250 N · 20% FOR A 3-BAR BUNDLE.
FOOTING/CONCRETE PIERS (NON-AGGRESSIVE BAR DEFORMED TO AS/NZS 4671 D500N 500 N 26. LAP REINFORCEMENT SHALL BE MADE ONLY IN LOCATIONS AS REQUIRED ON THE
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25 50 DRAWINGS OR AS PERMITTED BY PEER ENGINEERS PTY. LTD.
SOIL) TRENCH MESH TO AS/NZS 4671 D500L 500 L
27. HEATING AND WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED WITHOUT THE
SLAB ON GROUND (FOR TOP REINFORCEMENT) SQUARE MESH TO AS/NZS 4671 D500L 500 L
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APPROVAL FROM PEER ENGINEERS PTY. LTD.
NON-RESIDENTIAL/ NON-PNEUMATIC TRAFFIC 40 TOP 45 28. UNLESS SPECIFIED ON THE DRAWINGS, WHERE DEFORMED BARS END IN A STANDARD
15. BAR LAYER SEQUENCE LEGEND:
NON-RESIDENTIAL/ MEDIUM-PNEUMATIC TRAFFIC 32 TOP 45 HOOK OR COG, BENDING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH AS3600.
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RESIDENTIAL/ EXTERNAL EXPOSURE 32 TOP 45 29. REINFORCEMENT THAT HAS BEEN BENT AND SUBSEQUENTLY STRAIGHTENED OR BENT IN
(C) THIRD LAYER (D) LAST LAYER A REVERSE DIRECTION SHALL NOT BE BENT AGAIN WITHIN 20 BAR DIAMETERS OF THE
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RESIDENTIAL/ INTERIOR AREA 25 TOP 20 PREVIOUS BEND.
IF BOTTOM REINFORCEMENT IS SPECIFIED ON DRG. 30. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND NOT NECESSARILY SHOWN IN
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COVER TO UNPROTECTED GROUND BOTTOM 50 A TRUE PROJECTION.
31. THE MATERIAL, DESIGN & CONSTRUCTION OF FORMWORK SHALL COMPLY WITH AS3610.
COVER TO WATER PROOF MEMBRANE BOTTOM 30 (B) SECOND LAYER (A) FIRST LAYER 32. STRIPPING OF FORMS AND REMOVAL OF FORMWORK SUPPORTS FROM MEMBERS CAST IN
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SUSPENDED SLAB, BEAM, COLUMN & STAIR IN SITU SHALL BE IN ACCORDANCE WITH AS3600.
INTERIOR ENVIRONMENTS (FULLY ENCLOSED 'D' LAST LAYER 33. IN GENERAL, FORMS SHALL NOT BE STRIPPED OR ANY FORMWORK SUPPORTS REMOVED
WITHIN A BUILDING): 'A' FIRST LAYER
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UNTIL THE PART OF THE MEMBER THAT WILL BE LEFT UNSUPPORTED HAS ATTAINED
NON-RESIDENTIAL 32 40 SUFFICIENT STRENGTH TO SUPPORT ITS OWN WEIGHT AND ANY SUPERIMPOSED LOADS
RESIDENTIAL 32 20 'C' THIRD LAYER DUE TO CONCURRENT OR SUBSEQUENT CONSTRUCTION WORKS.
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'B' SECOND LAYER 34. STRIPPING OF SOFFIT FORMS FROM REINFORCED SLABS CONTINUOUS OVER FORMWORK
SUSPENDED SLAB, BEAM, COLUMN & STAIR IN
SUPPORTS:
EXTERIOR ENVIRONMENTS: 16. REINFORCEMENT BARS ARE DESIGNATED AS NO. OF BARS, CLASS, DIAMETER (MM), · FOR THE SUPERIMPOSED CONSTRUCTION LOAD LESS THAN 1.5KPA, THE MINIMUM PERIOD
COASTAL (UP TO 1.0KM FROM COASTLINE) 40 45 BAR SPACING (MM), LAYER SEQUENCE E.G. 5 N12-250 (A).
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OF TIME BETWEEN CASTING OF THE CONCRETE AND THE COMMENCEMENT OF STRIPPING OF
NEAR COASTAL (1.0 TO 50KM FROM COASTLINE) 32 40 17. TRENCH MESH IS SHOWN AS NO. OF BARS, CLASS, DIAMETER (MM) E.G. 3-L11TM. THE FORMS BETWEEN FORMWORK SUPPORTS SHALL BE AS FOLLOWS
18. SQUARE AND RECTANGULAR MESH SIZES ARE PREFIXED WITH SL AND RL MIN. LAP LENGTH
INLAND (INDUSTRIAL OR TROPICAL AREA) 32 40
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RESPECTIVELY E.G. SL92.
INLAND (NON-INDUSTRIAL & TEMPERATE AREA) 32 25
SPACING
19. REINFORCEMENT AND VOID FORMERS SHALL BE FIXED IN CORRECT POSITION PRIOR
BARS
TO CONCRETING BY MEANS OF PROPRIETARY SPACERS, BAR CHAIRS AND DEFORMED BAR
F
7. THE REQUIRED CONCRETE COVER TO THE REINFORCING STEEL DO NOT INCLUDE ANY
APPLIED SURFACE FINISH. LIGATURES TO ACHIEVE THE REQUIRED COVER. BAR CHAIRS SHALL BE SPACED AT
8. CONCRETE SHALL BE HANDLED AND PLACED PROPERLY TO PRODUCE A MAXIMUM 800MM APART BOTH WAYS. 35. REMOVAL OF FORMWORK SUPPORTS FROM REINFORCED BEAM & SLAB NOT SUPPORTING
MONOLITHIC MASS BETWEEN PLANNED JOINTS AND/OR THE EXTREMITIES OF THE 20. RAFT OR SLAB MESH SHALL BE LAPPED BY EMBEDDING AT LEAST 2 CROSS-BARS
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STRUCTURAL ABOVE.
ELEMENTS. SPACED NOT LESS THAN 50MM APART AS SHOWN. · FOR THE SUPERIMPOSED LOAD LESS THAN 1.5KPA, THE PERIOD SHALL NOT BE LESS THAN
9. CONCRETE SHALL BE MECHANICALLY VIBRATED AS TO LIMIT SEGREGATION, THAT GIVEN IN THE FOLLOWING TABLE.
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COMPLETELY FILL THE FORMWORK, EXPEL ENTRAPPED AIR AND CLOSELY MIN. 50mm AVERAGE TEMPERATURE OVER THE PERIOD BEFORE PERIOD OF TIME BEFORE STRIPPING
SURROUND ALL REINFORCEMENTS, EMBEDMENTS & FIXINGS. AT LEAST 2 CROSS-BARS STRIPPING (T°C) (DAYS)
10. CURING OF CONCRETE SHALL COMMENCE IMMEDIATELY AFTER FINISHING OF ANY TO BE LAPPED T > 20 4
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UNFORMED SURFACE. THE INITIAL CURING SHALL BE MAINTAINED FOR AT LEAST 7 20 ≥ T > 12 6
DAYS. FLESHLY CAST CONCRETE SHALL BE PROTECTED FROM RAIN, RUNNING 12 ≥ T > 5 8
WATER AND FREEZING OR DRYING CONDITIONS PRIOR TO HARDENING. SPRAYED 21. TRENCH MESH IN FOOTINGS SHALL BE ANCHORED BY THE WIDTH OF THE MESH AT 36. REMOVAL OF FORMWORK SUPPORTS FROM REINFORCED SLAB & BEAM IN MULTISTOREY
MEMBRANE - FORMING CURING COMPOUNDS IF APPLIED SHALL COMPLY WITH AS T-INTERSECTIONS AND L-INTERSECTIONS AND SHALL BE LAPPED BY 500mm AT STRUCTURES SHALL BE PERMITTED ONLY IF THE CONCRETE HAS GAINED SUFFICIENT
3799.11. AT CONSTRUCTION JOINTS, THE HARDENED CONCRETE SHALL BE SPLICES. STRENGTH AND THE DEGREE OF CRACKS AND DEFLECTIONS OF ALL SUPPORTED AND
THOROUGHLY SCABBLED TO PRODUCE WELL-BOND INTERFACE WITH FRESHLY 22. REINFORCEMENT LAPS SHALL BE AS FOLLOWS: SUPPORTING SLABS & BEAMS WILL NOT IMPAIR THE STRENGTH OR SERVICEABILITY OF
DO NOT SCALE FROM DRAWING
PLACED
ALL SCALES ARE AS CONCRETE.
SHOWN (A3) THE COMPLETED STRUCTURE.
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y. WEB www.peerce.com.au
PROPOSED NEW DWELLING GENERAL STRUCTURAL N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN
POST PO BOX 5296 56 RESERVE STREET, NOTES (SHEET 2) DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S02 B
Page 4
STRUCTURAL STEEL WORK 10. THE CONTACT SURFACES OF A JOINT USING A TENSION BOLT 22. UNLESS OTHERWISE SPECIFIED, THE COATING SYSTEM FOR
1. ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE SHALL BE FREE FROM OIL, DIRT, LOOSE SCALE, RUST, BURRS, STEEL WORK AFTER FABRICATION SHALL BE AS FOLLOWS:
WITH CURRENT AS4100 STEEL STRUCTURES AND RELEVANT FINS AND OTHER DEFECTS TO ALLOW FOR A SOLID SEATING · ALL INTERIOR STEEL WORK TO BE PAINTED USING THE COATING
AUSTRALIAN STANDARDS. OF THE PARTS IN THE SNUG-TIGHT CONDITION. SYSTEM EHB4 EPOXY-HIGH BUILD OR EQUIVALENT COATINGS IN
2. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY 11. ALL BOLTS IN 8.8/TB AND 8.8/TF BOLTING CATEGORY SHALL ACCORDANCE WITH AS2312 AND APPLYING ONE COAT OF ZINC
TEMPORARY BRACING TO STABILIZE THE STUCTURE DURING BE INSTALLED AND TENSIONED USING THE PART-TURN RICH PRIMER TO 0.075mm DRY FILM THICKNESS (DFT) AND A TOP
THE CONSTRUCTION STAGES. METHOD OF TENSIONING AS PER AS4100 SECTION 15.2.5.2 OR A COAT OF HIGH BUILD EPOXY TO 0.2mm DFT.
3. A COMPLETE SET OF STEEL STRUCTURAL SHOP DRAWINGS DIRECT-TENSION INDICATION DEVICE IN ACCORDANCE WITH · ALL EXTERIOR STEEL WORK TO BE HOT-DIP GALVANIZED USING
SHALL BE SUBMITTED TO PEER ENGINEERS PTY. LTD. FOR A AS4100 SECTION 15.2.5.3 AND MANUFACTURER'S THE COATING SYSTEM HDG900 IN ACCORDANCE WITH AS2312.
STRUCTURAL REVIEW PRIOR TO THE COMMENCEMENT OF SPECIFICATIONS.
FABRICATION. WELD DESIGNATION
TIMBER FRAMED CONSTRUCTION
1. ALL TIMBER FRAMING SHALL COMPLY WITH:
4. THE CONTRACTOR SHALL PROVIDE ADDITIONAL CLEATS, 12. ALL WELDING SHALL COMPLY WITH AS/NZS 1554.1, AS/NZS
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AS 1684 - RESIDENTIAL TIMBER FRAMED CONSTRUCTION AND
BOLTS AND ATTACHMENTS NECESSARY FOR FIXING 1554.2 OR AS/NZS 1554.4 AS APPROPRIATE.
AS 1720 - TIMBER STRUCTURES
ARCHITECTURAL AND OTHER ELEMENTS NOT SHOWN ON THE 13. UNLESS OTHERWISE NOTED,
2. ALL MANUFACTURED PRODUCTS USED IN THE CONSTRUCTION
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STRUCTURAL DRAWINGS. · ALL WELDS SHALL BE MINIMUM 6MM CONTINUOUS FILLET
SHALL BE INSTALLED IN ACCORDANCE WITH THE
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MATERIALS WELDS.
MANUFACTURERS SPECIFICATIONS AND GUARANTEE.
5. UNLESS OTHERWISE SPECIFIED, ALL STRUCTURAL STEEL, · ALL BUTT WELDS IF SPECIFIED ON THE DRAWINGS, SHALL BE
3. ALL TIMBER USED IN THIS CONSTRUCTION SHALL BE THE SIZE,
T
BEFORE FABRICATION, SHALL COMPLY WITH THE COMPLETE PENETRATION BUTT WELDS. THE DESIGN THROAT
TYPE AND STRESS GRADE SPECIFIED ON THESE DRAWINGS.
REQUIREMENTS OF THE FOLLOWING STANDARDS: THICKNESS OF A COMPLETE PENETRATION BUTT WELD SHALL
ALTERNATIVE DESIGNS SHALL BE SUBMITTED TO AND
TENSILE STRENGTH BE THE THICKNESS OF THE THINNER PART / PLATE.
C
STEEL STANDARD FORM GRADE (MIN.)
(MPa) APPROVED BY PEER ENGINEERS PTY. LTD. PRIOR TO
· ALL WELDS SHALL BE SP (STRUCTURAL PURPOSES) CATEGORY.
HOLLOW SECTIONS
CONSTRUCTION.
AS/NZS 1163 C350 430 · MANUAL METAL ARC ELECTRODE SHALL BE E48XX OR W50X
4. SUITABLY TREAT ALL TIMBER USED IN THIS CONSTRUCTION
U
(CHS, SHS & RHS WITH THE NONIMAL TENSILE STRENGTH OF WELD METAL OF
HOT ROLLED AGAINST TERMITE, INSECT AND FUNGAL ATTACK, AS
480MPA
AS/NZS 3679.1 SECTIONS (UB, UC, 300 440 APPLICABLE. EXTERNAL TIMBER ELEMENT EXPOSED TO
14. ALL WELDS SHALL BE MADE IN THE SHOP. WELDING SHALL
R
PFC, EA & UA) WEATHERING SHALL BE TREATED TO H3 LEVEL OR EQUAL TO
NOT BE CARRIED OUT WHEN THE WELDING SURFACES ARE WET
HT ROLLED BARS ENSURE DURABILITY. WHERE EXPOSED DIRECTLY TO THE SUN,
OR DURING PERIODS OF HIGH WINDS, UNLESS THE WELDER AND
T
AS/NZS 3679.1 (ROUNDS, SQUARES 300 440 FURTHER PROTECTION WITH A GOOD QUALITY PAINT SYSTEM
& FLATS) THE WORK ARE PROPERLY PROTECTED. WELDS AT THE SITE
IS REQUIRED.
WELDED SECTIONS SHALL BE APPROVED BY PEER ENGINEERS PTY. LTD.
5. THE MAXIMUM MOISTURE CONTENT ANYWHERE WITHIN
S
AS/NZS 3679.2 300 430 15. ALL WELDS SHALL BE INSPECTED BY A QUALIFIED AND
(WB, WC)
SEASONED TIMBER SHALL NOT EXCEED 15 %.
PLATES & FLOOR EXPERIENCED WELDING PERSONEL IN ACCORDANCE TO AS1554.
AS/NZS 3678 250 410 6. HOT DIP GALVANIZED FIXINGS SHALL BE USED WITHIN 500M OF
PLATES FOR SP WELDING CATEGORY, THE EXTENT OF
N
AREAS EXPOSED TO SALT WINDS, EXPOSED TO WEATHER AND
6. SUBSTITUTION OF STEEL GRADES AND ALTERNATIVE NON-DESTRUCTIVE EXAMINATION TO DETERMINE THE LEVEL
/ OR USED TO AFFIX CCA TREATED TIMBER.
MATERIALS SHALL NOT BE PERMITTED WITH THE APPROVAL OF WELD QUALITY SHALL CONFORM TO THE FOLLOWING:
7. HOLES DRILLED IN TIMBER FOR BOLTED FASTENERS SHALL BE
O
OF PEER ENGINEERS PTY. LTD. MAGNETIC
VISUAL ULTRASONIC FOR OVERSIZED 2MM FOR BOLTS UP TO AND INCLUDING 16MM
BOLT DESIGNATION VISUAL SCANNING PARTICLE
EXAMINATION BUTT WELDS
EXAMINATION DIAMETER AND OVERSIZED 3MM FOR BOLTS 20MM AND
7. BOLTS AND BOLTING CATEGORY SHALL COMPLY WITH THE
C
WHERE MIN. PLATES' LARGER. WASHERS SIZED IN ACCORDANCE WITH TABLE 4.11 OF
FOLLOWING: 100% OF WELDS 50% OF WELDS NIL THICKNESS = 20mm, AS 1720.1 SHALL BE FITTED AGAINST ALL TIMBER FACES.
TENSILE 10% OF BUTT WELDS
BOLTING BOLT BOLT
METHOD OF TENSIONING STRENGTH 16. UNLESS STATED OTHERWISE, ALL CLEATS, GUSSET PLATES & 8. UNLESS DETAILED OTHERWISE TIMBER MEMBERS SHALL BE
CATEGORY STANDARD GRADE FIXED WITH NOMINAL NAILS IN ACCORDANCE WITH AS1684.
(MPa)
R
BRACKETS SHALL BE 10mm THICK.
4.6/S AS/NZS 1111 4.6 SNUG TIGHT 400 17. ALL HOLLOW SECTIONS SHALL BE SEALED BY 6MM END
8.8/S AS/NZS 1252 8.8 SNUG TIGHT 830 PLATES WITH 6mm CONTINUOUS FILLET WELDS UNLESS NOTED
O
8.8/TB AS/NZS 1252 8.8 FULL TENSIONING 830 OTHERWISE.
FULL TENSIONING 18. SHOP SPLICE DETAILS AND LOCATIONS OF STRUCTURAL
8.8/TF AS/NZS 1252 8.8 830
F
(NON-SLIP FASTENERS) MEMBERS THAT ARE NOT SHOWN ON DRAWINGS SHALL BE
8. UNLESS NOTED OTHERWISE, APPROVED BY PEER ENGINEERS PTY. LTD.
· ALL BOLTS SHALL BE HOT-DIP GALVANISED HIGH STRENGTH 19. THE FABRICATION AND ERECTION OF THE STRUCTURAL STEEL
T
STEEL BOLTS, M20 NOMINAL DIAMTER WITH 8.8/S BOLTING WORK SHALL BE SUPERVISED BY PEER ENGINEERS PTY. LTD.
CATEGORY TO AS/NZS 1252. STEEL WORK SHALL BE FABRICATED AND ERECTED IN
· ALL ASSOCIATED NUTS SHALL BE HOT-DIP GALVANIZED HIGH ACCORDANCE WITH AS4100 SECTIONS 14 &15 AND RELEVANT
O
STRENGTH STEEL NUTS FOR STRUCTURAL ENGINEERING TO AUSTRALIA STANDARDS.
AS/NZS 1252. 20. UNLESS OTHERWISE NOTED, STEELWORK TO BE ENCASED IN
N
· ALL ASSOCIATED WASHERS SHALL BE HOT-DIP GALVANIZED CONCRETE SHALL NOT BE PAINTED.
HARDENED AND TEMPERED STEEL WASHERS FOR 21. ALL STRUCTURAL STEEL WORK NOT ENCASED IN CONCRETE
STRUCTURAL ENGINEERING TO AS/NZS 1252. SHALL BE PROTECTED BY A COATING SYSTEM. ALL STEEL
9. HOLE SIZES SHALL BE 2MM LARGER THAN THE NOMINAL BOLT SURFACES SHALL BE ABRASIVE BLAST CLEANED TO CLASS
DIAMTER. OVERSIZE AND SLOTTED HOLES ARE NOT SA 2 1/2 BEFORE COATING IN ACCORDANCE WITH AS1627.4.
PERMITTED WITHOUT APPROVAL FROM THE ENGINEER. THE THE PROCEDURE FOR ABRASIVE BLAST CLEANING SHALL BE
HOLE DIAMETER
DO NOT SCALE FROM DRAWING
IN A BASE PLATE SHALL NOT BE MORE THAN CARRIED OUT BY SUITABLY TRAINED AND SUPERVISED
6MMARE
ALL SCALES GREATER THAN THE ANCHOR BOLT DIAMTER.
AS SHOWN (A3) PERSONEL.
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y. WEB www.peerce.com.au
PROPOSED NEW DWELLING GENERAL STRUCTURAL N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN
POST PO BOX 5296 56 RESERVE STREET, NOTES (SHEET 3) DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S03 B
Page 5
NOTES
1 MAINTAIN FOOTING DEPTH AT ALL SETDOWNS.
2 REFER TO ARCHITECTURAL DRAWINGS FOR ALL
SETTING OUT DIMENSIONS. ANY DISCREPANCIES
BETWEEN THE ENGINEERING AND ARCHITECTURAL
DRAWINGS TO BE RESOLVED PRIOR TO CONSTRUCTION
COMMENCING.
3 SEE ARCHITECT'S DRAWINGS FOR THRESHOLD DETAILS.
4 REFER TO HYDRAULIC/CIVIL DESIGN FOR DRAINAGE
DETAILS.
5 REFER TO DRAWING S01-03 FOR PROJECT NOTES.
O N LEGEND
∅450 BORED PIER
T I
U C
T R
N S STEEL COLUMN
BITUMINOUS PAINT
100 ABOVE & BELOW
O
TOP OF PIER.
SLOPE SURFACE AWAY
FROM COLUMN.
C
F.S.L
R
900 MIN.
FOOTING PLAN
SCALE 1:100
FO 125 SQ' x 6 BASE PLATE.
6CFW ALL ROUND.
300
O T 450 DIA.
TYPICAL BORED PIER 'BP1' DETAIL
N
SCALE 1:20
DO NOT SCALE FROM DRAWING
ALL SCALES ARE AS SHOWN (A3)
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
WEB www.peerce.com.au CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y.
PROPOSED NEW DWELLING
MOBILE 0425 885 440
LEIF O'BRIEN FOOTING AND SLAB PLAN N.Z.
POST PO BOX 5296 56 RESERVE STREET, DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S04 B
Page 6
NOTES
1 BUILDER IS TO ENSURE ALL TIMBER SPECIFIED IN
EXTERNAL LOCATIONS IS A SUITABLE DURABILTY
CLASS FOR THIS APPLICATION OR HAS BEEN TREATED
TO THE CORRECT HAZARD LEVEL.
2 REFER TO ARCHITECTURAL DRAWINGS FOR ALL
B1 B1 SETTING OUT DIMENSIONS. ANY DISCREPANCIES
BETWEEN THE ENGINEERING AND ARCHITECTURAL
J1 DRAWINGS TO BE RESOLVED PRIOR TO CONSTRUCTION
B1 B1 B1
J1 COMMENCING.
B1 B1 3 REFER TO DRAWING S01-S03 FOR PROJECT NOTES.
J1
N
B1 B1 B1 B1 B1 MEMBER SCHEDULE
B1
B1
J1 B1 B1
B1
O
J2
J2
B1
B1
B1
B1
B1
B1
B1
B1
MARK SECTION DESCRIPTION
I
B1
B1
B1 200x50 HWD F17 H3 BEARER
T
DECK JOISTS @450 CRS.
ID
J1 100x38 HWD F17 H3
VO
MAX.
B1
B1
B1
B1
B1
B1
B1
B1
J1
J1
J1
FLOOR JOISTS @450
J2 150x38 HWD F17 H3
B1
B1
C
B1
B1
CRS. MAX.
FLOOR JOISTS @450
J3 100x38 HWD F17 H3
CRS. MAX.
U
B1
B1 B1
B1
J2
J2
J2
J2
J2
B1
B1
B1
B1
B1
TIE DOWN SCHEDULE - N3
J1
R
B1 B1
J3
MEMBER TIE DOWN
B1
B1
T JD4-PINE/MGP.
B1
B1
JOINT GROUP
B1
B1
B1 B1 JD2/J2-HARDWOOD
S
J3
B1
FLOOR HEIGHT 900 MAX.
B1
JOIST TO BEARER 2/75x3.05 mm DIA. NAILS
B1
WET AREA
B1
N ALL OTHER FIXINGS TO BE IN ACCORDANCE WITH
AS1684.2-2010 AND APPROPRIATE BUILDING PRACTICE.
B1
B1
B1
B1
O
B1
B1
50mm STEP
DOWN LEGEND
R C 75x4 SHS COLUMN
89x5 SHS COLUMN TO SUPPORT
ROOF
FO
O
FLOOR FRAMING PLAN
SCALE 1:100 T
DO NOT SCALE FROM DRAWING
ALL SCALES ARE AS SHOWN (A3)
N
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
WEB www.peerce.com.au CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y.
PROPOSED NEW DWELLING N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN FLOOR FRAMING PLAN
POST PO BOX 5296 56 RESERVE STREET, DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S05 B
Page 7
TIMBER SCHEDULE NOTES
1 BUILDER IS TO ENSURE ALL TIMBER SPECIFIED IN
TOP PLATE 2/35x90 MGP10 EXTERNAL LOCATIONS IS A SUITABLE DURABILTY
CLASS FOR THIS APPLICATION OR HAS BEEN TREATED
1/90x35 MGP10 AT 450 CRS. TO THE CORRECT HAZARD LEVEL.
STUDS
(NOGGING AT MID HEIGHT) 2 REFER TO ARCHITECTURAL DRAWINGS FOR ALL
BOTTOM PLATE 1/35x90 MGP10 SETTING OUT DIMENSIONS. ANY DISCREPANCIES
BETWEEN THE ENGINEERING AND ARCHITECTURAL
ROOF LINE ROOF LINE ROOF LINE DRAWINGS TO BE RESOLVED PRIOR TO CONSTRUCTION
COMMENCING.
L2 4 REFER TO DRAWING S01-S03 FOR PROJECT NOTES.
RB1
RB1
RB1
RB1
N
L1
L2 L2 LINTEL SCHEDULE
RB1
No. OF JAMB
O
MEMBER SECTION
STUD
I
FB1
FB1
L1 2 140x35 MGP10
R1
RB1
L3
L2
L1
L1
RB1
T
L3
L2 3 140x35 MGP10
L2
L3 3 2/140x45 MGP12
C
L4 2 90x35 MGP10
RB1
L3
MEMBER SCHEDULE
U
L1
R1
R1
R1
RB3
RB2
ROOF LINE
MARK SECTION DESCRIPTION
R
FB1
FB1
RB1
295x65 HYNE 15
RB1 ROOF BEAM
T
R1 GLT CAMBERED
RB2 150x50 HWD F17 ROOF BEAM
L4
S
RB1
RB3 140x35 MGP10 ROOF BEAM
ROOF RAFTERS @900
R1 190x35 MGP10
L2
CRS. MAX.
N
L4 L1 L4 FB1 190x35 MGP10 H3 FASCIA BEAM
O
RB1
TIE DOWN SCHEDULE - N3
L4
L2
C
L2 MEMBER TIE DOWN
ROOF LINE ROOF LINE JD4-PINE/MGP.
JOINT GROUP
JD2/J2-HARDWOOD
R
ROOF HEIGHT 2400
2/FRAMING ANCHORS,
RAFTER/TRUSS TO TOP
4/2.8mm DIA. NAILS EACH
O
PLATE/ROOF BEAM
END OF EACH ANCHOR.
M10 BOLT WITHIN 100mm OF
F
EVERY SUPPORTING MEMBER
LINTEL TIE-DOWN M12 CYCLONE ROD WITHIN
100mm of EACH SIDE OF
OPENINGS
ROOF FRAMING PLAN
O
SCALE 1:100
T BOTTOM PLATE TO FLOOR
JOIST
M10 BOLT AT 1200mm CRS.
ALL OTHER FIXINGS TO BE IN ACCORDANCE WITH
AS1684.2-2010 AND APPROPRIATE BUILDING PRACTICE.
DO NOT SCALE FROM DRAWING
ALL SCALES ARE AS SHOWN (A3)
N LEGEND
INDICATES NEW STUD WALL
89x5 SHS COLUMN
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
WEB www.peerce.com.au CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y.
PROPOSED NEW DWELLING N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN ROOF FRAMING PLAN
POST PO BOX 5296 56 RESERVE STREET, DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S06 B
Page 8
TIMBER BEAM/LINTEL
2/75 X 3.05 mm
SKEW NAILS
TIMBER BEAM TIMBER BEAM TIMBER BEAM
BEARER
N
10 CLEAT AND CAP PLATE. 10 CAP AND CLEAT PLATE.
STEEL COLUMN STEEL COLUMN
2/M12 4.6/S BOLTS 2/M12 4.6/S BOLTS.
TYPICAL U.N.O.
CONTINUOUS BEAM
TYPICAL TIMBER BEAM TO STEEL COLUMN
DISCONTINUOUS BEAM
T I
JOIST TO BEARER CONNECTION DETAILS
SCALE 1:20
O
CONNECTION DETAILS
SCALE 1:20
U C
T R
2/FRAMING ANCHORS,
4/2.8mm DIA. NAILS EACH
N S TIMBER BEAM/LINTEL
O
END OF EACH ANCHOR.
RA
FT
R
ER C STEEL COLUMN
10 CLEAT PLATE.
2/M12 4.6/S BOLTS
FO WALL OR ROOF BEAM
ALTERNATIVE TIMBER BEAM TO STEEL
O T
RAFTER TIE-DOWN DETALS
SCALE 1:20
COLUMN CONNECTION DETAILS
SCALE 1:20
DO NOT SCALE FROM DRAWING
ALL SCALES ARE AS SHOWN (A3)
N
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
WEB www.peerce.com.au CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y.
PROPOSED NEW DWELLING N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN CONNECTION DETAILS
POST PO BOX 5296 56 RESERVE STREET, DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S07 B
Page 9
BRACING NOTES
B1 BRACING TYPE (h) METHOD 'B' AS PER
"A.S.1684.2-2010" TABLE 8.18 AT 6kN/m FOR MIN.
900mm LENGTH. BRACING TO BE INSTALLED IN
ACCORDANCE WITH MANUFACTURERS SPECIFICATION TO
ACHIEVE 6kN/m.
B2 FOR LESS THAN 900mm LENGTH PROVIDE M12 ANCHOR
RODS AT EACH END OF PLY BRACING WALL.
B3 FOR WALLS SHEETED ON BOTH SIDES, PROVIDE M12
ANCHOR RODS AT EACH END OF PLY BRACING WALL.
900 PLY
B4 BRACING WALLS ARE TO BE CONNECTED TO THE ROOF
FRAMING OR TO THE CEILING OR TO THE EXTERNAL
N
900 PLY WALL FRAME IN ACCORDANCE WITH "A.S.1684.2-2010".
900 PLY
THE CONNECTION IS TO BE OF EQUAL STRENGTH TO THE
BRACING STRENGTH THAT IS REQUIRED BY THE
O
BRACING WALL.
I
B5 FOR WALLS HIGHER THAN 2700mm A HEIGHT REDUCTION
FACTOR HAS BEEN APPLIED IN ACCORDANCE WITH
"A.S.1684.2-2010".
C T 900 PLY
LEGEND
900 PLY
900 PLY
INDICATES PLY BRACE WALL BELOW
900 PLY 900 PLY 900 PLY 900 PLY
U
900 PLY 900 PLY
900 PLY
900 PLY
900 PLY
900 PLY
900 PLY
R
900 PLY
ST
N
900 PLY
O
900 PLY
900 PLY
C
900 PLY 900 PLY 900 PLY
O R
WALL BRACING PLAN
F
SCALE 1:100
T
N O
DO NOT SCALE FROM DRAWING
ALL SCALES ARE AS SHOWN (A3)
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
WEB www.peerce.com.au CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y.
PROPOSED NEW DWELLING N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN WALL BRACING PLAN
POST PO BOX 5296 56 RESERVE STREET, DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S08 B
Page 10
NAILING PLATES OR FRAMING ANCHOR (LEGS
NOT BENT) EACH END OF NOGGING. 6/2.8 DIA.
NAILS EACH FACE.
FRAMING ANCHOR
(LEGS NOT BENT).
100x38 NOGGING 6/2.8 DIA. NAILS
EACH FACE.
STUDS AT 450 CRS.
4mm F14 PLYWOOD
O N
M12 BOLTS AT EACH
END OF BRACING WALL
I
AND AT 1200 MAX.
CRS. BETWEEN.
T
GAP TO
TRUSS SHEAR BLOCKS. 6/3.33 100 MAX.
DIA. NAILS
C
30x2.8mm DIA. CLOUTS AT THE FOLLOWING CRS:
BRACING WALL TOP AND BOTTOM PLATES - 50 CRS. 9mm FROM EDGE.
BRACING WALL VERTICAL EDGES - 150 CRS. 9mm FROM EDGE. INTERMEDIATE
U
STUDS - 300 CRS.
R
FIGURE 8.22 (e) DESIGN STRENGTH = 5.5kN (JD4) FIGURE 8.22 (f) DESIGN STRENGTH = 4.9kN (JD4)
BRACING WALL DETAIL
TRUSSES/JOISTS PARALLEL TO BRACING WALLS
ST 6.0kN/m
6/3.33 DIA. NAILS INTERNAL
BRACING WALL
ON 2/30 x 0.8 G.I. STRAPS WITH:
4/2.8 DIA. NAILS EACH END (6.6kN)
6/2.8 DIA. NAILS EACH END (9.8kN)
R
BRACING
WALL C
FO GAP TO TRUSS
TOP PLATE
EXTERNAL WALL
T
BLOCKING PIECES LARGE
ENOUGH TO AVOID SPLITTING.
N O
FIGURE 8.22 (j) DESIGN STRENGTH = 5.5kN (JD4) FIGURE 8.22 (k) DESIGN STRENGTH AS SHOWN (JD4)
TRUSSES/JOISTS AT RIGHT ANGLES TO BRACING WALLS
DO NOT SCALE FROM DRAWING
FIXING OF TOP OF BRACING WALLS
ALL SCALES ARE AS SHOWN (A3)
REV. DESCRIPTION DATE INIT. CONTACT DETAILS CLIENT PROJECT TITLE DRAWN DESIGNED DATE
A PRELIMINARY ISSUE 22.08.22 C.Y. EMAIL [email protected]
C.Y. C.Y. AUG 2022
WEB www.peerce.com.au CHECKED APPROVED
B PRELIMINARY ISSUE 29.08.22 C.Y.
PROPOSED NEW DWELLING N.Z.
MOBILE 0425 885 440
LEIF O'BRIEN WALL BRACING DETAILS
POST PO BOX 5296 56 RESERVE STREET, DRAWING No. REV.
ALGESTER, QLD 4115
POMONA QLD 4568 PCE2211 - S09 B