DRAWING REGISTER PROPOSED RENOVATIONS AND EXTENSIONS

DEMOLITIOND1. The extent of demolition to be as detailed and/or specified by the Architect.

Refer to Architectural drawings for existing to be demolished.D2. The demolition contractor is to confirm the assumptions made on these plans

with the existing structure on site. Should any discrepancies exist theStructural Engineer is to be notified for inspection and approval, oralternative design. 48 hours notice is to be given prior to the inspection. Anydiscrepancies with the assumptions made on these drawings will requirere-documentation to reflect the existing conditions and to check the loadingimplications on other structural members.

D3. If additional propping is required the demolition contractor shall beresponsible for providing adequate props under existing structure as requiredprior to the demolition of existing walls and installing new beams.

D4. The demolition contractor must install any temporary and permanent wallcross bracing progressively as demolition is undertaken.

D5. At no time shall the demolition contractor allow the existing structure to standun-braced in any direction.

D6. If required, the demolition contractor is to provide adequate temporarypropping to the existing roof and ceiling so as to maintain the structuralintegrity of the building during demolition works. Propping must remain inposition until all new and any existing superimposed loads are transferred tothe foundations.

D7. Any temporary bracing shown on these drawings MUST remain in place untilall structural elements are securely fixed in position and each element hasbecome an integral part of the braced structure.

D8. The demolition contractor is to inspect and determine the condition of theexisting structure and all damaged members to be replaced.

D9. The stability of the building and elements of the building during constructionis the demolition contractor's responsibility. The demolition contractor mustallow for the secure propping of all floors, removal of existing beams andnew structure. If an alternative propping procedure is to be adopted thanthose noted on these drawings, the propping procedures and method ofconstruction must be supplied to this office together with any relevantcomputations and details for approval. Written approval MUST be obtainedprior to the commencement of any works.

D10. The demolition contractor is to inspect the existing floor structure prior to thedemolition of any existing reinforced beams, slabs or walls and notify theengineer if additional structural elements are required.

D11. No existing concrete beams or columns are to be demolished unless notedotherwise on plans.

D12. The demolition contractor shall be responsible for making good all works thathave been damaged during and as a result of the demolition works. Thisincludes:

(a) Repair and/or replacement of existing items not noted to be demolished orremoved but which have been damaged during the undertaking of thedocumented demolition works. All such repairs, replacements andmodifications are to restore any damaged items to their original conditionprior to the damage and are to be to the satisfaction of and at no additionalcost to the owner.

(b) Patch, fill and repair all surfaced disturbed, cut, damaged, in need of repairor made imperfect by the documented demolition works as required toprepare for new work arrangements.

GENERALG1. These drawings shall be read in conjunction with all other project documents,

architectural and other consultants drawings and specifications and withsuchother written instructions as may be issued during the course of the contract.Any discrepancies shall be referred to the architect before proceeding withwork.

G2. The information contained on these drawings is subject to copyright, andmay not be copied or reproduced in anyway without the written permission ofBDD ENGINEERING PTY. LTD.

G3. Drawings shall not be scaled. All dimensions shall be verified on site beforeconstruction/fabrication.

G4. Workmanship and materials shall be in accordance with the current relevantcodes and statutory requirements, except where varied by the contractdocuments.

G5. No responsibility will be accepted for drawing discrepancies unless theworks are fully supervised by the engineer.

G6. During construction the contractor / builder shall be responsible formaintaining the structure in a stable condition and ensuring that no part isover stressed during the construction stage.

G7. All required inspections shall be confirmed 24 hours in advance of timerequired.

G8. All props and formwork for beams and slabs shall be removed before anymasonry walls or partitions are constructed on the beam or slab.

G9. All non-load bearing walls shall be kept clear of the underside of the slabsand beams by 20mm unless otherwise shown.

G10. All stated assumptions to be verified prior to commencement of constructionby building contractor at this office.

G11. All work is to comply with all Occupational Health and Safety regulations.Builder is to provide a Health and Safety management plan prior tocommencement of any work which will include, protection of public safety ofworkmen, scaffold and handrail and walkway requirements, excavationshoring, lifting procedures etc..

GENERAL NOTES LOADSThe design loadings (working loads) are as follows:Live - General Floor Loadings =

Office =Mezzanine =Balcony Loadings =Roof Loadings =Garage Loadings =Plant Platform Loadings =

Wind - Region =Terrain Category =Basic Wind Speed VR =

SITE WORKS AND MAINTENANCEW1. Adequate drainage shall be provided to prevent water ponding or collecting

adjacent to the works. Landscape and irrigation works shall not be locatedagainst the building perimeter. Saturation of ground for landscaping is notpermitted.

W2. Trenches under or adjacent to the works shall be backfilled with compactedclay or concrete.

W3. Trenches parallel to the edge of a structure shall be offset a distance at leastequal to the depth of the trench excavation.

W4. Roof gutters, down pipes, storm water and sewerage drainage shall bemaintained to prevent overflows. Any leaks shall be promptly repaired.

W5. The planting of trees and large shrubs and general site maintenance shallcomply with the requirements of AS2870 and CSIRO publication sheet 10-91"guide to home owners on foundation maintenance and footingperformance". The builder shall notify the owner of these requirements.

FOUNDATIONSF1. Work and material must comply with AS2870 & AS3798.F2. Founding depths or reduced levels to underside of footings shown on the

drawings are for tendering purposes only. All excavations shall be approvedby the engineer before placement of blinding concrete and/or reinforcement.

F3. Footings have been designed for a minimum bearing capacity of :Strip Footings - =Pad Footings - =Bored Piers - =Slab Edge Beams - =Slab Internal Beams - =And are to be founded in the stratum at the depths recommended in the soilsinvestigation report.

F4. The site has been classified as : ClassF5. Excess depths and widths in the foundation excavations beyond the

dimensions specified, shall be filled with blinding concrete at the contractorsexpense. The concrete fill shall not be bonded to the foundation unlessapproved by the engineer.

F6. Strip all topsoil and vegetation from slab site. Particular attention should bepaid to cast-in fixtures, conduits, under slab services etc.

F7. Unless specified as "suspended" filling under all concrete slabs on groundshall be as follows :-The 50mm immediately below the slab shall be an approved sand ofmaximum particle size of 1.0mm and thoroughly compacted. Below this,where required to build up to correct level, or to replace subgrade, the fillshall be an approved gravel, fine crushed rock, and site derived or otherimported material. All materials are to be placed and compacted in 150 thicklayers to 98% standard compaction. Compaction is to be carried out atoptimum moisture content. Geotech testing of compaction is to be provided.

F8. Concrete slabs cast on ground including where cast on cardboard formersshall have a 0.2mm polythene membrane under the whole surface lapped200mm under and taped at all edges.

F9. If site excavations reveal sub surface conditions varying from thosedocumented the geotechnical engineer shall be contacted immediately tocarry out further testing to confirm or revise their conclusions andrecommendations.

F10. Refer to architects specification and details for termite protectionrequirements.

F11. The ground surrounding the slab shall have its surface at least 150mm lowerthan the slab surface and be graded away from the slab edge to the sitedrainage system.

F12. Owners shall maintain the slab as noted in appendix 'B' of AS2870 and in theC.S.I.R.O. publication "guide to homeowners on foundation maintenance andfooting performance." It is the builders responsibility to ensure that the owneris informed of these requirements.

Slabs on Ground - Residential

Footings & Bored PiersBlinding & Mass Concrete

Element

Stairs

Suspended Slabs & Beams

Swimming PoolColumns (u.n.o.)

Precast Panels

Element

Slabs & Stairs

Precast Walls

Pads & Pile CapsStrip Footings

Beams

Core Walls

Pool Walls

Columns

Pool Slabs 30mm

--

25mm

35mm35mm

35mm25mm

40mm

--

65mm50mm

40mm

35mm35mm35mm

45mm

Min. Grade (unless noted)

FormworkSheltered

& WeatherGroundwaterExposed to

N32N40

N40

N15N25

N32

N32

N25

-

50mm75mm

35mm35mm

75mm

-

-

-

Other

80

60

80

Slump (mm)

60

80

80

80100

Bored Piers / Soldier Piles 50mm

Soldier Piles N40 80

Shotcrete Walls N40

CONCRETEC1. All workmanship and materials shall be in accordance with AS3600C2. Concrete properties shall be as follows unless noted otherwise :-

C3. Splices in reinforcement shall be made only at the locations and to detailsshown on the structural drawings. Where splices are not shown but approvedby the engineer, the splice shall conform to AS3600 provisions. Trench meshreinforcement in strip footings or slab ribs is to be fully lapped at allintersections and corners.

C4. Concrete cover UNLESS NOTED OTHERWISE shall be as follows :-

C5. Where reinforcement is continuous through a pour break, scabble andcement slurry the old face before pouring against it.

C6. Conduits, pipes etc, must not be placed within the concrete cover.C7. Backprops shall remain in place until 28 days after casting of the slab.

Formwork and props shall be designed by the contractor based on amaximum unsupported slab width of 1.8m. Transfer all propping forces on tothe ground or foundations.

C8. All reinforcement shall be supported by approved bar chairs, spacers or tiesas required to provide adequate support during concrete placement.

C9. All formwork, including stripping of formwork,shall conform to AS3610.C10. Construction joints shall be properly formed and used only where approved

by the engineer.C11. Admixtures are not to be used unless approved by the engineer.C12. Welding of reinforcement shall not be permitted without the approval of the

engineer.C13. Provide 3 N12 x 2000 long diagonally across the corners of openings and

re-entrant corners of slabs tied under the top fabric.C14. All concrete is to have an average of 650 mirco strain shrinkage at 56 days.C15. Concrete floor cracking due to shrinkage is inevitable. Such cracking

generally occurs in the initial 18 month period following construction and willnot affect the long term structural performance of the slab. Brittle floor tilesshould be fastened with a flexible adhesive.

C16. All concrete slab on ground shall be cured with an approved curingcompound within 12 hours of placement.

C17. Symbols on the drawing for the reinforcement are as follows:F - Hard drawn steel wire reinforcing fabric to AS4671.N - Grade 500 MPa deformed reinforcing bars to AS4671.Y - Grade 400 MPa deformed reinforcing bars to AS4671.R - Grade 250 MPa plain reinforcing bars to AS4671.S - Structural grade deformed bars to AS4671.W - Hard drawn steel wire reinforcing wire to AS4671.TM - Hard drawn steel trench mesh to AS4671.SL or RL - Slab mesh grade 500 fabric.

C18. Construction joints shall be properly formed and used only where approvedor permitted by the engineer.

C19. Sawn joints shall be made at the time appropriate to the concrete mix andclimatic conditions - generally within 1 to 20 hours of placing the concrete ata maximum spacing of 6.0m centres (U.N.O).

C20. Stripping of forms and removal of formwork shall take place in accordancewith the procedure agreed with the engineer.

C21. Concrete must be separated from supporting brickwork by two layers of asuitable de-bonding membrane.

C22. Maximum concrete shrinkage at 56 days to AS3600.

Slabs on Ground - Commercial N32 60Slabs on Ground - Industrial N32 60

Insitu Walls N40AFS Walls N40

Capping Beams N32 80

SLAB ON GROUNDSG1. All concrete materials and workmanship shall be in accordance with

AS3600 and all Codes referred to therein.SG2. Strip all organic material and top soil and other rubbish.SG3. After proof rolling the prepared subgrade to achieve 98% compaction

excavate any soft spots or tree roots and backfill with approved granularmaterial eg. crushed rock. Lay fill down in 150mm thick layers andcompact to 98% standard compaction.

SG4. Lay fill material as required to obtain floor level. Fill to be an approvedgranular material laid down in 150 thick layers and compacted to 98%standard compaction as specified on NOTE F7.

SG5. Lay polythene, lap and tape all joints.SG6. Wet cure concrete for 7 days after pouring.SG7. Grade surrounding ground away from slab edge. No trees are to be

planted closer to the slab edge than their height when fully grown asspecified in NOTE W1.

SG8. Concrete cover to all reinforcement in concrete cast against imperviousmembrane to be 30mm.

SG9. All concrete placed in position is to be adequately vibrated usingmechanical vibrators.

SG10. Verify all rib founding depths on site.

MASONRYM1. The soffits of concrete beams and slabs shall be separated from supporting

masonry by two layers of a suitable bond breaker (eg. Malthoid or similar)placed over a smooth and regular surface. Fill any depressions orirregularities with mortar.

M2. The type and thickness of brickwork and blockwork shall be as shown on theengineering and architectural drawings.

M3. The quality of bricks shall be as follows :-Minimum compressive strength to as 3700 to be 22 mpa.Maximum unrestrained 5 year expansion to N.A.T.A. Registered test NoB01shall be 0.7mm/m.

M4. The quality of blocks shall be as follows :-Minimum compressive strength to as 3700 to be 15 mpa.Maximum unrestrained 5 year expansion to N.A.T.A. Registered test No B01shall be 0.7mm/m.

M5. Mortar shall be 1:1:6 portland cement : hydrated lime or lime putty : Sand -allby volume. Plasticisers or other admixtures shall not be used unlessapproved by the engineer.

M6. Grout used to fill cavities and core holes in brickwork and blockwork shall be1 part portland cement : 3 parts 7mm minus aggregate : 2 parts sand and1/10 part lime. Slump range 230mm. Min. 28 day strength 25MPa. The wallshall be grouted in max.1000mm lifts. Plasticisers may be used to achieveworkable slumps. Other admixtures shall not be used unless approved byengineer.

M7. Provide full height vertical control joints in masonry at the following Maximumcentres:A) Clay masonry - 4.5m centres (Brick Veneer) 5.5m centres (Full Masonry)B) Concrete masonry - 4.0m centresC) Autoclaved concrete masonry - 4.0m centresOr at other locations as shown on the drawings. The absence of control joints on the architectural drawings shall indicate joints to be installed as scheduled above.

M8. Articulated joints are required in masonry walls to accommodate minorfooting movements. Joints shall comply with the details given in the cementand concrete association of Australia - technical note 61 "articulated walling".Articulation joints should be placed approximately 3m from major corners andshould align with window and door openings if they occur within 2m to 4m ofthe corner. Articulation should also be provided between different forms ofbuilding materials, between new and existing constructions and above theinterface of different footing types.

M9. Masonry ties for cavity walls shall be galvanised and spaced at not morethan 600mm centres in each direction. Additional ties shall be placedadjacent to supports and control joints and around openings at a spacing ofnot more than 300mm and located not more than 300mm from the line ofsupport, control joint or perimeter of opening.

M10. New masonry shall be tied to existing masonry using heavy duty masonryties at maximum 400mm vertical centres along all vertical edges and at notmore than 600mm horizontal spacing unless otherwise noted.Applicable for 50-100mm wide cavity.

M11. All masonry shall comply with AS3700 - SAA Masonry Code.M12. Load bearing masonry shall have full bed joints, U.N.O.M13. Masonry shall be tied to columns at 400 maximum vertical centres.M14. New masonry shall be tied into existing using medium duty ties at 400mm

maximum vertical centres along all vertical edges, and at 600 maximumhorizontal centres U.N.O. Applicable for 50mm or less cavity.

M15. All cavities below ground level shall be mortar or grout filled.M16. Non load bearing walls shall be kept 20mm clear of the underside of floors

and shelf angles.M17. All steelwork projecting into cavities shall be hot dipped galvanised

U.N.O.M18. Where walls abut the underside of horizontal or raking members (slabs, steel

or concrete beams) provide masonry flexible anchors type MFA 4 every thirdperpend and fixed to the structural member with Ramset 6mm dia. headdrive pins or similar. Provide 10mm closed cell polyethylene foam backingrod between wall and member.

M19. Where masonry walls intersect structural members (steel or concrete)provide masonry flexible anchors MFA 7 at 600mm centres embedded in themasonry wall and fixed to member with Ramset 6mm dia. head drivepins. MFA 7 ties shall be 200mm long x 50mm turndown. Ties to outer skinshall incorporate a drip groove.

M20. For walls with a cavity greater than 80mm, provide masonry flexible anchors'anchor-ties' at 430mm vertical and 600mm horizontal centres.

M21. Concrete beams and slabs shall be separated from supporting brickwork by2 layers of malthoid or similar approved membrane on top of mortar levellingscreed.

M22. Builder shall provide details and procedures of needle and propping toopenings in masonry walls for approval before work commences.

REINFORCED MASONRYRM1. All work and materials shall be in accordance with AS3700.RM2. Masonry units shall be solid or hollow as detailed and have a

characteristic unconfined compressive strength of:(a) 22 mpa for bricks.(b) 15 mpa for concrete blocks.

RM3. Mortar shall consist of 1 cement, 1 hydrated lime, 6 well graded sand.Cavity grout shall consist of 1 cement, 2 sand, 3 10mm aggregate (250slump).

RM4. There shall be a minimum of 15mm cover of grout around allreinforcement.

RM5. Masonry shall be laid with full head and bed mortar joints. Mortar Finsshall not protrude into cavity grout space.

RM6. The two skins of masonry shall be bonded together with heavy dutymasonry ties at maximum 600mm centres both ways.

RM7. Clean out ports shall be provided for each pour by leaving out two units atthe bottom of each section to be grouted. During work, mortar fins and anyother material shall be removed from the cavity grout space. The portsshall be sealed with similar masonry units after inspection and beforegrouting.

RM8. The reinforced cavity shall be not less than 70mm in width.RM9. Mortar shall cure for at least four days before pouring cavity grout.RM10. Cavity grout shall be placed by pumping or other approved method and

shall be placed before initial set occurs, and in no case more than 12hours after water is added.

RM11. Cavity grouting shall be done in lifts not exceeding 1000mm per 12 hourperiod and rodded into position.

RM12. Mortar to reinforced blockwork shall be m3 (1:5).RM13. Reinforcing bars shall be placed before or during the block laying.RM14. Provide full height vertical control joints in wall at maximum 6m cts.

TIMBERT1. The timber shall be stress graded and comply with the provisions of AS1720

- timber engineering code and AS1684 - residential timber framed construction.

T2. Maximum undersize from nominated dimensions shall be 4mm. GenerallyTimber shall be :-F5 Seasoned PineF7 Green OregonF8 Green OB HardwoodF17 Seasoned KD) HardwoodMGP Machine Graded Pine

T3. Roof truss installation and bracing shall comply with AS4440T4. Timber framing including roof and wall bracing shall comply with the

requirements of the national timber framing code AS1684.T5. All roof construction is to be securely tied down to supporting framework or

masonry using galvanized hoop iron or metal connectors, fully nailed inaccordance with manufacturers recommendations. Any doubts by thebuilding contractor on the adequacy of the tie downs shall be referred to theengineer.

T6. Provide double stud support to each end of all beams and lintels unlessshown otherwise.

T7. All multiple members to be laminated in accordance with AS4440.T8. All bolted connections shall use washers under bolt head and nut. Allexternal

bolts, nuts and washers shall be hot dipped galvanized. No knots or defectsshall occur within 150mm of bolt group or connectors. Where possible,re-tighten bolts after 6 weeks and again at 12 months.

T9. Make good preservative treatment where checkouts, holes and cuts exposeuntreated timber.

T10. All external timbers shall be durable, suitable for external use and complywith the appropriate hazard level for specific service conditions.

T11. Glued laminated beams shall be manufactured in accordance with AS1328.Camber shall be as noted on the drawings or as specified, and installed withhog up. Beams for external use shall be fabricated using resorcinol orphenolic adhesive.

T12. All proprietary fixings shall be installed to develop their maximum capacityand in accordance with the manufacturer's recommendations.

T13. The builder shall submit one set of truss manufacturer's layout drawings andcomputations for review 48 hours prior to fabrication.

T14. Metal fixings shall be compatible with timber glues and preservativetreatments.

T15. No penetrations or chases other than those shown on the structural drawingsshall be made in timber members without prior approval of the engineer.

STEELWORKS1. Corrosion protection of steelwork shall be as follows :-

A) steelwork permanently exposed to weather or aggressive environmentincluding all lintels in external walls shall be hot dipped galvanised.B) all other steelwork unless noted otherwise shall have a 70 micron thickness of R.O.Z.C. Coating. Surface preparation shall be class 2.5 to therequirements of AS1627.C) all steelwork below ground shall be painted with epoxy bitumen and encased in minimum 75mm of concrete.

S2. The bolting procedure is designated as follows :-A) 4.6/S refers to commercial bolts, grade 4.6 to AS1111 tightened to a snugtight condition using a standard wrench.B) 8.8/S refers to high strength bolts, grade 8.8 to AS1252 fully tensioned tosnug tight condition using a standard wrench.C) 8.8/TF refers to high strength bolts, grade 8.8 to AS1252Fully tensioned to AS1511, friction type joint.Tightening of 8.8/tf bolts shall be by "turn of the nut" method.The prefix denotes the number of bolts eg. 2-M20 4.6/S.

S3. All bolts shall be of such length that at least one full thread is exposed beyond the nut after tightening.

S4. Provide a minimum of one washer under the nut in all situations.S5. Unless noted otherwise on the drawings:-

A) all cleats to be 10mm thick.B) welding electrodes shall be e41xx. Weld category shall be "sp" as Specified in AS1554.C) welding consumables shall be of the low hydrogen type.D) 2M20 4.6/S galvanised connectors minimum per connection.E) bolt hole clearance to be 2mm, except holding down bolts to be 6mm.F) all butt welds to be qualified full penetration butt welds.G) all fillet welds to be minimum 6mm continuous.H) all bolts shall be galvanised.I) connections not specifically shown shall be in accordance with the A.I.S.C. Standardised structural connections.

S6. Copies of shop drawings shall be submitted to the engineer for review notless than 14 days prior to commencement of fabrication with all variationsclearly marked. Review does not include checking of dimensions.

S7. A space of 25mm between all steelwork bearing on concrete or brick shall beleft for caulking with 1.5:1 sand/cement mortar of damp earth consistency.

S8. Purlins and girts are to be BHP building products or Strammit complying withA.I.S.C. Standardised connections or manufacturers recommendationsunless noted otherwise. Bolting and bridging to be in accordance with manufacturers recommendations.

S9. Provide minimum 150mm end bearing for beams on masonry unless notedotherwise.

S10. All workmanship and materials shall be in accordance with AS4100. .

PROPOSED RENOVATIONS AND EXTENSIONSAT 22 NORMANBY AVENUE, CAULFIELD NORTH.

100 kPa

1.5 kPa

100 kPa

N/AN/A

N/A

'S'

N/AN/AN/A0.25 kPaN/AN/A

A53.045m/s

DRAWING TITLEDWG No.

DRAWING REGISTERREV No.

A GENERAL NOTESS01

A FOOTING & GROUND FLOOR LAYOUT PLAN, SECT. & DET.S02

A ROOF FRAMING PLAN, SECTIONS & DETAILS.S03

CONSTRUCTION ISSUE

Reduced plot - A1 to A3 - 2 x SCALE.

00.51.5 12 321 654 87

REV.REF. No.

APPROVED

DRAWING. No.SCALE

CHECKED

DATEDRAWNDESIGN

OF

CHECKED

COPYRIGHT IN THIS DRAWING AND ALL WORK EXECUTED FROM IT REMAINS THE PROPERTY OF THE

DIMENSIONS ON SITE PRIOR TO COMMENCEMENT OF ANY WORK OR MAKING OF ANY SHOP DRAWINGS.ALL WORK MUST BE EXECUTED IN ACCORDANCE WITH THE RULES, BY-LAWS, REGULATIONS ANDREQUIREMENTS OF ALL AUTHORITIES HAVING JURISDICTION OVER ANY PART OF THE WORK.

DESIGNERS. CONTRACTORS MUST SET OUT ALL WORK AND VERIFY ALL CONDITIONS, LEVELS AND

DATEREVISIONNo.

DRAWING

PROJECT

AMENDMENT

CLIENT

STRUCTURAL AND CIVIL ENGINEERING CONSULTANTS

PHONE:(03) 9585 1544 FAX: (03) 9585 164433 WANGARA ROAD, CHELTENHAM. 3192

Email: [email protected]. 111 549 592Web Site: www.bddeng.com.au

ENGINEERING

Branson Dilettoso Daglas

PTY LTD

PROPOSED RENOVATIONS AND EXTENSIONSAT 22 NORMANBY AVENUECAULFIELD NORTH

DAVID LOETJE

GENERAL NOTES

2011 22

S01 3

A

NTSNOV.'20C.PASHOSB.GHAMAMI

P1 PRELIMINARY ISSUE C.P10.12.20

A CERTIFICATE OF COMPLIANCE ISSUE C.P17.12.20

C.D17.12.20

FOOTING AND GROUND FLOOR LAYOUT PLANSCALE 1:100

DS1(o)

DS1(o)

DS1(o)

GEOTECHNICAL NOTETHIS SITE HAS BEEN CLASSIFIED 'CLASS S' IN ACCORDANCEWITH GEOTECHNICAL REPORT.

ALL STRIP AND PAD FOOTINGS ARE TO BE FOUNDED 475 MIN. AND400 MIN. RESPECTIVELY, BELOW FINISHED GROUND LEVEL AND200 MIN. INTO THE NATURALLY OCCURRING SAND WITH AMINIMUM ALLOWABLE BEARING CAPACITY OF 100kPa.

REFERENCE TO BE MADE TO GEOTECHNICAL REPORTPREPARED BY 'SOUTHERN GEOTECH', REPORT No. 15L010DATED 4th DECEMBER 2020

TIMBER SUBFLOOR FRAMING SPECIFICATIONFLOOR JOISTS:90 x 45 F17 KDHW AT 450 CTS. TO SPAN 1500 MAX.CONTINUOUS MIN. 2 SPANS.FLOOR BEARERS:2 / 90 x 45 F17 KDHW NAIL LAMINATED TO AS1684 - RESIDENTIALTIMBER-FRAMED CONSTRUCTION, TO FORM 90 x 90 SECTION.CONTINUOUS MIN. 2 SPANS.BENEATH LOAD BEARING WALLS:- MAX. SPAN = 1200BENEATH AREAS OTHER THAN ABOVE:- MAX. SPAN = 1500

DOMESTIC TIMBER DECK SPECIFICATIONALL BALUSTRADES AND HAND RAILS TO ARCHITECTS DETAILS AND TOCOMPLY WITH ALL BUILDING REGULATIONS.REFER T.P.C. 'TIMBER DECKS - DESIGN & CONSTRUCTION MANUAL' FORGUIDELINES ON DOMESTIC TIMBER DECK CONSTRUCTION.ALL 'KDTP' (KILN DRIED PRESSURE TREATED PINE) TO BE TREATED ASFOLLOWS:- EXTERIOR ABOVE GROUND USE HAZARD CLASS H3 RATING TO AS1604.- EXTERIOR BELOW GROUND USE HAZARD CLASS H5 RATING TO AS1604.

DECK SUBFLOOR FRAMING SPECIFICATIONDECK JOISTS:90 x 45 F7 TREATED PINE AT 450 CTS. TO SPAN 1500 MAX.CONTINUOUS MIN. 2 SPANS.DECK BEARERS:2 / 90 x 45 F7 TREATED PINE NAIL LAMINATED TO AS1684 -RESIDENTIAL TIMBER-FRAMED CONSTRUCTION, TO FORM 90 x90 SECTION. TO SPAN 1500 MAX.CONTINUOUS MIN. 2 SPANS.

1. STUMPS TO BE 100 x 100 R.C AT 1500 MAX. CENTRES TYPICALLY ANDAT 1200 MAX. CENTRES UNDER LOAD BEARING WALLS.

2. WHERE STUMP HEIGHT ABOVE FINISHED GROUND LEVEL <1500 USE100 x 100 R.C. STUMPS. WHERE STUMP HEIGHT >1500 BUT <1875 USE125 x 125 R.C. STUMPS. WHERE STUMP HEIGHT ABOVE GROUNDEXCEEDS 12 TIMES THE STUMP WIDTH, STUMP BRACING TO BEINSTALLED TO THE REQUIREMENTS OF AS1684 - RESIDENTIALTIMBER-FRAMED CONSTRUCTION.

3. MASS CONCRETE PAD FOOTINGS TO BE 350 DIA. x 300 MIN. DEEPU.N.O. ALL PAD FOOTINGS ARE TO BE FOUNDED 400 MIN. BELOWGROUND AND 200 MIN. INTO THE NATURAL STRATUM. REFER TO SOILREPORT FOR FOUNDING DEPTH.

4. MIN. SAFE BEARING PRESSURE OF FOUNDING = 100 kPa.5. MIN. CONCRETE STRENGTH OF PAD N = 25MPa, SLUMP = 80mm.6. ADDITIONAL CONCRETE STUMP, PAD, OR BRICK PIER TO BE

PROVIDED UNDER ALL DOUBLE AND TRIPLE STUDS.

REFER AS1684 - RESIDENTIAL TIMBER FRAMED CONSTRUCTION

ENGAGED MASONRY PIERSPROVIDE 110 x 230 ENGAGED MASONRY SUB-FLOOR PIERS AT 1200 MAX.CENTRES TO SUB-FLOOR MASONRY PERIMETER WALL OVER STRIPFOOTING, AND AT ALL DS, DS1 AND TS1 STUDS LOCATIONS ALONGPERIMETER.

TIMBER SUBFLOOR AND DECK FRAMING NOTES

CONCRETE STUMP & STUMP PAD SPECIFICATION

SURVEY NOTEAT THE TIME OF DOCUMENTATION AN ORIGINAL SURVEY FILEWAS NOT AVAILABLE. AS A RESULT, ALL SURVEY INFORMATIONSHOWN ON THESE DRAWINGS HAS BEEN EXTRACTED FROMOTHER SOURCES OR UNDERTAKEN BY THIS OFFICE. IT IS THERESPONSIBILITY OF THE BUILDER TO VERIFY ALL SURVEYINFORMATION SHOWN ON THIS DRAWING ON SITE PRIOR TO THECOMMENCEMENT OF WORKS.

GENERAL NOTE1. BUILDER IS TO ENSURE THAT NO WORK EXTENDS OVER

THE BOUNDARY LINE.2. BUILDER IS TO ENSURE THAT NO WORK IS CARRIED OUT IN

THE AIR SPACE OVER THE BOUNDARY LINE WITHOUTTHE WRITTEN CONSENT OF THE ADJOINING PROPERTYOWNER.

3. BUILDER IS TO ENSURE THAT THE CURRENT CONDITION OFTHE NEIGHBOURING LANDSCAPE AND OR EXISTINGVEGETATION ARE MAINTAINED DURING CONSTRUCTION.

4. BUILDER IS TO VERIFY THAT SOIL CONDITIONS ARE SIMILARTO THAT NOTED IN SOIL REPORT BY THE GEOTECHNICALENGINEER.

LEGEND

DENOTES 100 x 100 R.C. STUMP U.N.O.STUMP ON 450 Sq. x 400 DEEP MASSCONCRETE PAD. FOUNDED 400 MIN.BELOW NATURAL GROUND LEVEL AND200 MIN. INTO SANDWITH A MINIMUM BEARING CAPACITY OF 100kPa.

DENOTES 100 x 100 R.C. STUMP U.N.O.STUMP ON 450 DIA. x 400 DEEPMASS CONCRETE PAD.FOUNDED 400 MIN. BELOW NATURAL GROUNDLEVEL AND 200 MIN. INTO SAND WITH A MINIMUMBEARING CAPACITY OF 100kPa.

DENOTES EXTENT OF EXISTING TIMBER FLOORTO REMAIN. BUILDER TO VERIFY THE QUALITYOF EXISTING CONSTRUCTION AND MAKE GOODANY AREAS TO AS1684.

DENOTES INTERNAL LOAD BEARINGWALLS OVER.

DENOTES NEW WALLS.

DENOTES EXISTING INTERNAL LOAD BEARING WALL.ASSUMED 90 x 45 F17 KDHW BEARERS OR SIMILARGRADE OVER. 100 x 100 RC STUMPS AT 1200 MAX CTS.SUPPORTING STUMPS ASSUMED TO BE FOUNDED 400BELOW EXISTING GROUND AND 200 INTO SAND WITH100kPa BEARING CAPACITY. BUILDER TO VERIFY ONSITE PRIOR TO CONSTRUCTION

DENOTES EXISTING WALLS TO REMAIN.

ST1ST2

DENOTES 100 x 100 R.C. STUMP U.N.O.STUMP ON 300 Sq. x 400 DEEP MASSCONCRETE PAD. FOUNDED 400 MIN.BELOW NATURAL GROUND LEVEL AND200 MIN. INTO SANDWITH A MINIMUM BEARING CAPACITY OF 100kPa.

ST3

DEPTH

SIZE

MARK

400

600 x 600

PF1

FOOTING SCHEDULE

(min.)

SL82 MESHREINFORCEMENT TOP & BOTTOM

DIALYOUwww.1100.com.au

DIGBEFORE

ST3ST3

ST3ST3

ST3ST3

ST2

ST2

ST2

DS1(o)ST2DS1(o

)ST2

ST1

ST1

DS1(o)ST1

DS1(o)ST1

400

400

SF1

4 L11 TMTOP & BOTTOM

ANGLE OF REPOSE ON ADJACENT EASEMENT DETAIL

UNDERSIDE OF EXISTING SLOPED BATTER.EXISTING FOUNDATION OR SERVICESTRENCH CONTAINING SEWER OR STORMWATER DRAINS, LOCATION AND DEPTHSHOWN INDICATIVELY, EXISTING SERVICESTO BE CONFIRMED BY LOCAL AUTHORITYPRIOR TO ANY EXCAVATION.

MINIMUM ANGLE OF REPOSEREQUIREMENTS'X°' = 45° STIFF CLAY - 'Y' = 1 x 'D''X°' = 40° SOFT CLAY - 'Y' = 1.2 x 'D''X°' = 35° FIRM SAND - 'Y' = 1.45 x 'D''X°' = 30° LOOSE SAND - 'Y' = 1.75 x 'D'(GEOTECHNICAL ENGINEER TO CONFIRM)

EXISTING SERVICE PIPE.

100 MIN.

'Y'

'D'X°

PROPOSED FOOTING.REFER PLAN FOR DETAILS.

PROVIDE 15 MPa BLINDINGCONCRETE AS REQUIREDTO 100mm BELOW ANGLEOF REPOSE ON BASE OFEXISTING ADJACENTSERVICE EASEMENT.

EDGE OF EXISTINGSERVICE EASEMENT.

REFER

REFE

R

REFER SCHEDULE

SCHE

DULE

SCHEDULE

PROVIDE 15 MPaBLINDING CONCRETEAS REQUIRED.

REFE

R SO

IL RE

PORT

FOR

FOUN

DING

DEP

TH

200MIN. E.W.

REFER TYPICAL COLUMN BASEPLATE DETAILS FOR SPECIFICATIONS.EMBED CHEMSET ANCHORS150 MIN. INTO PAD FOOTING.RE

FER

SCHE

DULE

BRICK VENEER WALL.

REFER TIMBER SUB FLOORNOTES FOR FRAMINGMEMBERS.

SF1

REFER GEOTECHNICAL NOTE.CONCRETE AS REQUIRED.PROVIDE 15 MPa BLINDING

REFER SCHEDULE

REFERSCHEDULE

PROVIDE ANT CAP.

2 LAYERS OF MALTHOID.


TYPICAL STUMP FOOTING DETAIL

REFE

R

REFE

R SO

IL RE

PORT

FOR

FOUN

DING

DEPT

H

NOTE

S

REFERNOTES

PROVIDE ANT CAP TOTOP OF EACH STUMP.


RC STUMPS TO MASS.CONCRETE PADS.REFER SUB FLOOR NOTES.

LIGHT WEIGHT WALL.

BACKFILL AS SPECIFIEDTO AS2870.


REFE

R

REFER

REFE

R SO

IL RE

PORT

FOR

FOUN

DING

DEPT

H

NOTES

NOTE

S



RC STUMPS TO MASS.CONCRETE PADS.REFER SUB FLOOR NOTES

BACKFILL ASSPECIFIED TO AS2870.

TYPICAL STUMP FOOTING DETAIL

2-

REFE

R SO

IL RE

PORT

FOR

FOUN

DING

DEP

TH

90 x 90 x 6 EA6 CFW ALL AROUND TO C12 M12 COACH BOLTSTO TIMBER BEARERMIN 65 DIA. WASHERSTO TIMBER SIDE ONLY

PROVIDE 75 MIN.CONCRETE ENCASINGALL AROUND COLUMN.

C1 500 MAX.

90 x 45 F17 KDHW (H3 TREATED)WALING PLATE.FIX WALING PLATE TO EXISTINGBRICK VENEER WALL WITHM10 CHEMSET ANCHORSAT 450 MAX. CTS.x 70 MIN. EMBEDMENT.

3-

(o)C1PF1

(o)C1PF1

IN G

ROUN

D SW

IMMI

NG

POOL

BY

OTHE

RS

SECTIONSCALE = 1:20

2-

PROPOSED POOL BY OTHERSASSUMED 2000mm MAX DEEP EXCAVATIONBUILDER TO CONFIRM ON SITEAND ENSURE FOOTINGS ARE NOTUNDERMINED BY POOL EXCAVATIONPROVIDE 15 MPa

BLINDING CONCRETETO ENSURE PAD FOOTING ISFOUNDED 100mm BELOWPOOLS ANGLE OF REPOSE. 30

°


REFE

R

REFER

REFE

R SO

IL RE

PORT

FOR

FOUN

DING

DEPT

H

LEGEND

LEGE

ND


EXISTING TIMBER SUB FLOORTO REMAIN. BUILDER TOMAKE GOOD WHERE REQUIRED

RC STUMPS TO MASS.CONCRETE PADS.REFER SUB FLOOR NOTES

BACKFILL ASSPECIFIED TO AS2870.

ST2

SECTIONSCALE = 1:20

4-

4-

SECTIONSCALE = 1:20

3-

DS1(o)ST1

DS1(o)ST1

SITE

BOU

NDAR

Y

200

MAX

ST1

SF1

SF2

1-

REFE

RSC

HEDU

LE

BRICK VENEER WALL.


REFER SCHEDULE

REFERSCHEDULE

SECTIONSCALE = 1:20

1-

SITE

BOU

NDAR

Y

400 M

AXRE

TAIN

ING

HEIG

HT

SF2

300 WIDE COREFILLEDREINFORCED BRICK WALLN12 BARS EACH WAYAT 400 MAX CTS.REFER COREFILL NOTESON THIS DRAWING.

COREFILLED BRICKWALL NOTES:FILL ALL CORES WITH f'c 25MPa CONCRETE WITH 7mm MAX.AGGREGATE. PROVIDE APPROVED PLASTICISER ADDITIVE.MORTAR COMPOSITION 1 : 1/4 : 3 (CEMENT : LIME : SAND).CONCRETE COREFILLING TO BE SUFFICIENTLY VIBRATED TOENSURE NO VOIDS WITHIN CORE.

PF1

COLUMN BASE PLATE DETAILS

G

SHSNOTE1. ALL WELDS TO BE 6mm E48 CONTINUOUS.

2. BOLTS TO BE 4.6/S GALVANIZED U.N.O3. COLUMN SHAFTS WITH COLD-SAWN ENDS PROVIDE FULL STRENGTH BUTT WELD4. ALL DIMENSIONS ARE IN MILLIMETRES

P

UNLESS DETAILED OTHERWISE

UNLESS DETAILED OTHERWISE

GROUT

25

COLUMN BASE PLATE SCHEDULE

DIA. THICKNESSGP

NO1016200200 2/489 SHS

BOLT PLATECOLUMN SIZE

ST3

ST3ST3

ST3ST3

ST3

400

450

SF2

5 L11 TMTOP & BOTTOM

DS1(o)ST1

PROVIDE ANT CAP.


PROVIDE APPROVEDWATERPROOFINGMEMBRANE

CONSTRUCTION ISSUE


00.51.5 12 321 654 87

REV.REF. No.

APPROVED

DRAWING. No.SCALE

CHECKED

DATEDRAWNDESIGN

OF

CHECKED




DATEREVISIONNo.

DRAWING

PROJECT

AMENDMENT

CLIENT




ENGINEERING


PTY LTD


DAVID LOETJE

FOOTING AND GROUND FLOOR LAYOUT PLANSECTIONS AND DETAILS

2011 22

S02 3

A

1:100 1:20 @A1NOV.'20C.PASHOSB.GHAMAMI



C.D17.12.20

SCALE 1:100ROOF FRAMING PLAN

ROOF PLAN MEMBER SCHEDULEMARK REMARKSSIZE

DS1 2 No. 90 x 45 F17 KDHW DOUBLE STUD -

C1 89 x 89 x 5 SHS COLUMN -

RB1 2 No. 240 x 45 MGP10 ROOF BEAM -

RB2 2 No. 300 x 45 HYSPAN LVL ROOF BEAM -

RB3 250 UB 26 ROOF BEAM 1000 MAX CANTILEVER

RB4 150 x 75 PFC ROOF BEAM -


RB6 2 No. 200 x 45 HYSPAN LVL ROOF BEAM CONTINUOUS



RB9 2 No. 300 x 45 HYSPAN LVL ROOF BEAM 600 MAX CANTILEVER

RB10 2 No. 300 x 63 HYSPAN LVL ROOF BEAM 1400 MAX CANTILEVER






RL1 2 No. 200 x 45 HYSPAN LVL ROOF LINTEL -

RL2 2 No. 140 x 45 MGP10 ROOF LINTEL -



RL5 140 x 45 MGP10 ROOF LINTEL -






R1 RAFTERS

R2 90 x 45 MGP10 RAFTERS AT 600 MAX CTS.

R3 190 x 45 MGP10 RAFTERS

P1 240 x 45 MGP10 PURLINS

240 x 45 HYSPAN LVLAT 600 MAX CTS.

OR POSI STRUTS TO MAN. SPECS.AT 600 MAX CTS.LEGEND

DENOTES NEW WALLS UNDER

DENOTES EXISTING WALLS UNDER

DENOTES INTERNAL LOAD BEARING WALL.

DENOTES EXTENT OF EXISTINGROOF TO BE RETAINED

SHADED AREA DENOTES 7mm THICKF11 STRUCTURAL PLY BRACING TOUNDERSIDE OF RAFTERS.

DENOTES SPEEDBRACING TOMANUFACTURERS SPECIFICATIONS.

RL5

RL5

RL6

RL4

RL3

RL2

A

A

AA

RL9

A

RL1(u)

RB6 (

cont)

DS1(u)

RB5

BA

RB4

BA

RL10 (u)

B

RL10 (u)

RB3 (cant)

DENOTES PENETRATION TO STEEL BEAMCENTRAL TO DEPTH OF BEAM.REFER SECTION 2 ON THIS DRAWING.

= =

RB1

B

RB2

RB3 (cant)(u)

C1

DS1(u)

(u)C1

RB10

(can

t)

DS1(u) RB8

RB15

RB7

RB11

DS1(u)

RL8

RB12

RB13

RB14 RL

8RL

7

A

B

R2

DS1(u) R2

A

P1 2/P1

B

B

R2

B

R1

R1

R3

DENOTES EXISTING INTERNAL LOADBEARING WALL. ASSUMED 90 x 45MGP10 OR SIMILAR GRADECOMMON STUDS AT 450 MAX CTS.BUILDER TO VERIFY ON SITE PRIORTO CONSTRUCTION.

DENOTES CONTINUOUS SOLIDBLOCKING BETWEEN RAFTERSMIN 240 x 45 MGP10 (TYPICAL)

1-

30° -

60°

1800 min. TO 2700 max.

30 x 0.8mm METAL STRAP LOOPEDOVER PLATE AND FIXED TO STUDWITH 4 No. 30mm LONG x 2.8mm DIA.FLATHEAD NAILS TO EACH END.ALTERNATIVELY, PROVIDE SINGLESTRAP TO BOTH SIDES, WITH 4 No.NAILS PER STRAP END, OREQUIVALENT ANCHORS OR OTHERFASTENERS.

30 x 0.8mm (OR EQUIVALENT)TENSIONED GALVANIZED METALSTRAPS NAILED TO PLATES WITH 4 No.30mm LONG x 2.8mm DIA. GALVANIZEDFLATHEAD NAILS TO EACH END.

NOTE: REFER AS 1684 FOR STRAP CONNECTION DETAILS.METAL TENSION STRAP BRACING

TYPE-A WALL BRACING (3kN/m)A

SHOWN IN SPECIFIC CONDITIONS ONLY.ALL OTHER BRACING TO BE IN ACCORDANCE WITH AS 1684.

FIX BOTTOM PLATE TO SLAB ORFLOOR FRAME WITH 1-M10 DYNABOLTTO SLAB OR HOOP IRON STRAP TOBEARER/JOIST AT EACH END ANDINTERMEDIATELY AT 1200mm MAX.CENTRES.

300m

mTy

p.

150m

mTy

p.

50mmTyp.

50mmTyp.

150m

mTy

p.

NOTE: PANEL EDGES SHALL BE SUPPORTED BY STUDS.PLYWOOD BRACING

TYPE-B WALL BRACINGB

SHOWN IN SPECIFIC CONDITIONS ONLY.ALL OTHER BRACING TO BE IN ACCORDANCE WITH AS 1684.

Bracing Width - 'W'

PLYWOOD SHALL BE NAILED TO FRAMEUSING 30mm LONG x 2.8mm DIA.GALVANIZED FLATHEAD NAILS (OREQUIVALENT) AT CENTRES SHOWN.

Minimum PlywoodThickness (mm)

StressGrade

Stud Spacing(mm)

450 600

F8 7 9F11 6 7F14 4 6F27 4 4.5

Fastener Spacing(mm)

Top & BottomPlate 50

Vertical Edges 150

IntermediateStuds 300

HORIZONTAL BUTT JOINTS ARE PERMITTED,PROVIDED EACH SHEET IS FIXED TONOGGING USING 30mm LONG x 2.8mm DIA.GALVANIZED FLATHEAD NAILS (OREQUIVALENT) AT 50mm MAX. CENTRES.

FIX BOTTOM PLATE TO SLAB ORFLOOR FRAME WITH 1-M10 DYNABOLTTO SLAB OR HOOP IRON STRAP TOBEARER/JOIST AT EACH END ANDINTERMEDIATELY AT 1200mm MAX.CENTRES. Where 'W' = 600mm (min.) - (3 kN/m)

Where 'W' = 900mm (min.) - (6 kN/m)

NOTE:TYPE B BRACING IS TO BEFIXED TO CAVITY SIDE OFEXTERNAL STUDWALLS.

BRACING WALL TOEXTERNAL WALL

TYPICAL WALL BRACING DETAILS

INTERNAL BRACING WALLTRUSSES PERPENDICULAR TO

INTERNAL BRACING WALL

1-M12 4.6/S BOLT TO BLOCKSBLOCKS TO BE BOTH SIDES OF BOTTOM CHORD.

AT EACH END OF STRAP.

2/30 x 0.8mm G.I. STRAPSWITH 6/2.8mm DIA. NAILS

TOP PLATE.

INTERNALPOSITION BLOCK WITH1 NAIL AT EACH

BLOCKING PIECES LARGE

SPLITTING (250 MIN.)ENOUGH TO AVOID

BRACING WALL.

100 x 30 NOGGING.

BRACING WALL.

TRUSSES PARALLEL TO

POSITION SHEAR BLOCKWITH 1 NAIL EACH END.

SHEAR BLOCK1-M12 4.6/S BOLT

NAILING PLATES OR FRAMINGANCHOR (LEGS NOT BENT) TOEITHER END OF NOGGING

TO TRUSSES.12mm GAP

BRACING WALL.

12mm GAPTO TRUSS.

6/2.8mm DIA. NAILS EACH FACE.

EXTERNALWALL.

END.

NOTCH RAFTER TO SUIT.

D

TIMBER BEAM.

TYPICAL SOLID SECTION JOIST / RAFTER TO

STEEL BEAM TIMBER BEAM

RAFTER RAFTER

(D/3 MAX.)

RAFTER RAFTER

BEAM CONNECTION DETAILS

FIX RAFTERS TOBLOCKING WITHJOIST HANGERS TOMANUFACTURERS SPECS.

CONTINUOUS TIMBERBLOCKING FIXED TO BEAMWITH M8-450 COACH BOLTS.

FIX RAFTERS TO TIMBERBEAM WITH JOIST HANGERS TOMANUFACTURERS SPECIFICATION.

STEEL BEAM.

CONNECTION DETAILTYPICAL TIE DOWN TO DOUBLE STUD

DOUBLE

TOP PLATE

BEAM / LINTEL

STUD

30mm x 0.8 PUNCHED STRAPPING.LOOP OVER BEAM / LINTELAND TOP PLATE.6/30 x 2.8mm DIA. NAILS PER LEG.STRAPS TO EACH STUDIN DOUBLE STUD.

OR POSI STRUTS TO MAN. SPECS.AT 600 MAX CTS.OR POSI STRUTS TO MAN. SPECS.AT 600 MAX CTS.

150 x 150 x 10 ANGLE.

TO EACH BEAM.

150 x 150 x 10 ANGLE.

TO EACH BEAM.

4 x "D" MIN.

5 x "D" MIN.

150 x 150 x 10 ANGLE.

TO EACH BEAM.65 DIA. MIN. WASHERSTO STEEL SIDE ONLY.

TYPICAL TIMBER BEAM TO TIMBER BEAM DETAILS (U.N.O.)

290 - 360mm MIN. DEEP BEAMS190mm MIN. DEEP BEAMS 240mm MIN. DEEP BEAMS

3-M16 COACH BOLTS3-M12 COACH BOLTS

5 x "D" MIN.

4 x "D" MIN.4 x "D" MIN.

2-M12 COACH BOLTS

"D" DENOTES DIAMETER OF COACH BOLT

5 x "D" MIN. 100 Typ.100 Typ. 100 Typ.

140mm MIN. DEEP BEAMS

150 x 150 x 10 ANGLE.


2-M12 COACH BOLTS

60 MIN.

60 MIN.

10 CLEAT PLATE. 6 CFW.

TO EACH BEAM.

4 x "D" MIN.

5 x "D" MIN.

TYPICAL TIMBER BEAM TO STEEL BEAM DETAILS (U.N.O.)

290 - 360mm MIN. DEEP BEAMS190mm MIN. DEEP TIMBER BEAMS 240mm MIN. DEEP BEAMS

5 x "D" MIN.

4 x "D" MIN.4 x "D" MIN.

2-M12 COACH BOLTS

"D" DENOTES DIAMETER OF COACH BOLT

5 x "D" MIN.

NOTCH TIMBERBEAM TO SUIT

100 Typ.100 Typ.

NOTCH TIMBERBEAM TO SUIT


TO EACH BEAM.3-M12 COACH BOLTS



3-M16 COACH BOLTSNOTCH TIMBERBEAM TO SUIT

100 Typ.

NOTE: CONNECTION TO PFC BEAMS SHOWN. CONNECTION TO UB MEMBERS SIMILAR.

140mm MIN. DEEP TIMBER BEAMS

60 MIN.

60 MIN.



2-M12 COACH BOLTSNOTCH TIMBERBEAM TO SUIT

75 LONG x 75 WIDE x 6 THICK SEATING PLATE.6 CFW TO CLEAT PLATE.NOTCH TIMBER BEAM TO SUIT.




SECTIONSCALE = 1:20

2-

8 THICK EXTENDER PLATE6 CFW ALL AROUND TO RB4.2 M12 COACH BOLTSTHROUGH TOP PLATE.MIN 55 DIA. WASHERSTO TIMBER SIDE ONLY.

10 THICK CLEAT PLATE.6 CFW ALL AROUND TO RB4.3 M12 COACH BOLTS TO RB5.MIN 55 DIA. WASHERSTO TIMBER SIDE ONLY.NOTCH RB5 TO SIT ON RB4BOTTOM FLANGE.

RB4 RB5

SECTIONSCALE = 1:20

1-

RB2RB1 (b)B

B

RB1 RB2

10 THICK END PLATE.6 CFW ALL AROUND TO RB3.3 M12 COACH BOLTS TO RB1.MIN 55 DIA. WASHERSTO TIMBER SIDE ONLY.NOTCH RB1 AS REQUIRED.

10 THICK END PLATE.6 CFW ALL AROUND TO RB3.3 M16 COACH BOLTS TO RB2.MIN 55 DIA. WASHERSTO TIMBER SIDE ONLY.NOTCH RB2 AS REQUIRED.

100 M

AX

SECTION B-BSCALE = 1:20

A

AC1

900 MAX CANTILEVER

10 THICK EXTENDED CAP PLATE.6 CFW ALL AROUND TO C1.2 M16 8.8/S BOLTS TO RB3.

8 THICK STIFFENER PLATESBOTH SIDE. F.S.B.W TO FLANGETOP AND BOTTOM 6 CFW WEB.

RB3

RB4

SECTION A-ASCALE = 1:20

RB4

RB3

10 THICK END PLATES.6 CFW ALL AROUND TO RB3.

10 THICK STIFFENER PLATES.6 CFW ALL AROUND TO RB4.

2 No. 10 THICK STIFFENER PLATES.6 CFW ALL AROUND TO EACH SIDE OF RB3.

FIX RB3 TO RB4WITH 2 M16 8.8/S BOLTS.ONE EACH SIDE.

TO STEEL BEAM DETAIL FOR

NUMBER AND SIZE OF BOLTS.

REFER TYPICAL TIMBER BEAM

TIMBER BEAM TO STEEL COLUMNCONNECTION DETAIL

COLUMN

100

55 DIA. MIN. WASHERSTO TIMBER SIDE ONLY.

CLEAT PLATE THICKNESS AND

5 CAP PLATE.SEAL WELD.TYPICAL.

55 x 55 x 5 EA x 75 MIN.LONG SEATING PLATE.5 CFW ALL AROUND.TYPICAL.

20 MIN.

DOUBLE STUD

MITRE CUT TIMBERBEAMS AT 45° ANGLE.

GANGNAIL PLATES TOMANUFACTURERSSPECIFICATIONS.NAIL ALL HOLES.

BEAM BEAM

TYPICAL TIMBER BEAM TO BEAM CONNECTIONOVER DOUBLE STUD SUPPORT

100 M

IN.

TIMBER BEAM

TYPICAL CHAMFERED TIMBER BEAM DETAIL

NEATLY TRIM ROOF BEAM TOSUIT ROOF PITCH.DO NOT OVER CUT.

SOLID BLOCKINGOMITTED FOR CLARITY

250MAX

100 TYP.

==

2-

RB3

DS1(u)

DS1(u)

RB9 (cant)

55 DIA. MIN. WASHERSTO STEEL SIDE ONLY.




RB16 ROOF BEAM -

RB17 ROOF BEAM -

2 No. 140 x 45 MGP10

140 x 45 MGP10

RB16

RB16

RB17

RB16

RB16 RB17

SADDLE TRUSSES TO TRUSSMANUFACTURERS SPECIFICATIONS

DS1

STRUCTURAL FRAMING NOTES:1. REFER TO ARCHITECTURAL DRAWINGS AND AS1684 - RESIDENTIAL

TIMBER FRAMED CONSTRUCTION FOR SIZES OF COMMON FRAMINGMEMBERS NOT SPECIFIED BY DESIGN ENGINEER.

2. LINTELS UNLESS OTHERWISE SPECIFIED TO BE IN ACCORDANCEWITH AS1684 - RESIDENTIAL TIMBER FRAMED CONSTRUCTION.

3. PROVIDE WALL AND ROOF BRACING AND TIE DOWNS INACCORDANCE WITH AS1684 - RESIDENTIAL TIMBER FRAMEDCONSTRUCTION.

4. ALL EXPOSED STEELWORK IS TO BE HOT DIPPED GALVANISED.5. OPEN WEB FLOOR JOISTS ARE TO BE BRACED AND STRONGBACKED

IN ACCORDANCE WITH THE JOIST MANUFACTURERS SPECIFICATION.6. ALL TIMBER TO TIMBER CONNECTIONS ARE TO BE WITH PRYDA

PRODUCTS OR APPROVED EQUIVALENT TO THE MANUFACTURERSSPECIFICATION UNLESS OTHERWISE DETAILED.

7. ALL LINTEL AND FLOOR BEAMS ARE TO HAVE 2 No. 90 x 45 MGP10STUDS AT EACH END (min.) U.N.O. ON PLAN.

7.5

STUD WALLHEIGHT (m) STUD WALL CONSTRUCTION

MAX. ROOF LOADWIDTH (m)

0 - 3.6 90 x 45 MGP10 AT 450 CTS.

7.53.6 - 4.2 2/90 x 45 MGP10 AT 450 CTS.OR 90 x 45 F17 SHW AT 450 CTS.

7.54.2 - 5.2 140 x 45 MGP10 AT 450 CTS.

STUD WALL FRAMING SPECIFICATIONS:GROUND FLOOR LOAD BEARING WALLS:90 x 45 MGP10 PINE STUDS AT 450 MAXIMUM CTS. (MAX. STUD HEIGHT3000). STUDS MAY BE NOTCHED 20mm FOR BRACING.SINGLE OR UPPER LEVEL LOADBEARING WALLS:90 x 45 MGP10 PINE STUDS AT 450 MAXIMUM CTS. (MAX. STUD HEIGHT3000). STUDS MAY BE NOTCHED 20mm MAX. FOR BRACING.90 x 45 F17 KDHW STUDS AT 450 MAXIMUM CTS. (MAX. STUD HEIGHT4200).

NOTE:PROVIDE 2 / 90 x 45 MGP10 STUDS LOCATED UNDER ENDS OF ALLLINTELS, FLOOR AND ROOF BEAMS, GIRDER TRUSSES, AND AT SIDESOF WINDOW OPENING NOTED AS ( ) ON PLANS WITHOUT A MEMBERMARK (U.N.O.).

EXTERNAL TIMBERALL EXTERNAL TIMBER IS TO BE MINIMUM H3 TREATEDUNLESS NOTED OTHERWISE.ALL IN-GROUND TIMBER IS TO BE MINIMUM H4 TREATEDUNLESS NOTED OTHERWISE.

NOTEALL EXPOSED STEELWORK TOBE HOT DIPPED GALVANIZED

RB18 2 No. 300 x 45 HYSPAN LVL ROOF BEAM

T1 90 x 45 MGP10 TRIMMER BEAM -

1000 MAX CANTILEVER

2/R2

2/R3

2/R3

T1 T1

2/R1

2/R1

T1 T1

DS1(u)

T1T1

T1

T1T1

T1

2/R1

2/R1

2/R1 2/R1

RB18 (cant) (o)

DS1(u)

NOTE:BUILDER TO ENSUREWINDOW IS NOT TOP HUNG.

DS1(u)

CONSTRUCTION ISSUE


00.51.5 12 321 654 87

REV.REF. No.

APPROVED

DRAWING. No.SCALE

CHECKED

DATEDRAWNDESIGN

OF

CHECKED




DATEREVISIONNo.

DRAWING

PROJECT

AMENDMENT

CLIENT




ENGINEERING


PTY LTD


DAVID LOETJE

ROOF FRAMING PLANSECTIONS AND DETAILS

2011 22

S03 3

A

1:100 1:20 @A1NOV.'20C.PASHOSB.GHAMAMI



C.D17.12.20

Documents

DRAWING REGISTER PROPOSED RENOVATIONS AND EXTENSIONS