S06 - WIND BRACING PLAN & DETAILS

PROPOSED ALTERATION & ADDITIONS

FOR LOCKHART FOOTBALL & NETBALL CLUB

AT DAY STREET,

LOCKHART N.S.W

"WE MAKE IT WORK"

Structural Engineering I Structural Steel Detailing I Precast Detailing

Suite 2, Level 1/90-100 Ovens St. Wangaratta, Vic. 3677Ph: (03) 5721 8673 Fax: (03) 5721 8108 Email:

[email protected] Web:www.connexgroup.com.au

DRAWING SCHEDULE

No. TITLE REV

S01 C1

JOB No. 20005

CONSTRUCTION NOTES

LOCALITY PLAN

DAY STREET,

LOCKHART N.S.W

DAY

STR

EET

HEBDEN STREET

BROOKONG STREET

O'CO

NNEL

L S

TREE

T

S02SLAB & FOOTING DETAILSS03

S04S05S06

SLAB & FOOTING PLAN

FRAMING PLAN

WIND BRACING PLAN & DETAILS

STRUCTURAL DRAWINGS

THIS SET OF DRAWINGS ARE STRUCTURAL ENGINEERING DRAWINGS ONLY.

REFER RELEVANT CONSULTANT FOR INFORMATION NOT CONTAINED WITHIN THESE DRAWINGS.

FRAMING DETAILS

C1C1C1C1C1

FORMWORK NOTES:FW1. ALL MATERIALS AND WORKMANSHIP SHALL BE CARRIED OUT IN ACCORDANCE WITH AS3610.

FW2. THIS OFFICE HAS NOT DESIGNED ANY TEMPORARY FORMWORK. FORMWORK DESIGN ANDINSTALLATION IS THE RESPONSIBILITY OF THE BUILDER.

FW3. ENSURE THE SITE GROUND CONDITIONS ARE MAINTAINED AT ALL TIMES, TO ENSURE ANYFORMWORK PROPPING IS LOCATED ON A SOLID STABLE BASE AWAY FROM TRENCHES AND OTHERPOTENTIAL UNSTABLE LOCATIONS.

FW4. REFER TO ARCHITECTURAL DRAWINGS FOR ALL LOCATIONS THAT WILL IMPACT ON THE LAYOUT OFFORMWORK - SUCH AS SET DOWNS, PENETRATIONS, DRIP GROOVES OR SIMILAR.

FW5. STRUCTURAL FORMWORK SUCH AS BONDEK, CONDECK OR SIMILAR TO BE 1.0mm BASE METALTHICKNESS UNLESS NOTED OTHERWISE. INSTALLATION AND PROPPING TO BE IN ACCORDANCEWITH THE MANUFACTURERS SPECIFICATIONS.

FW6. STRUCTURAL FORMWORK IS TO BE CLEANED OF ALL DEBRIS. ENSURE THAT GREASE OR SIMILARMATERIALS ARE FULLY REMOVED PRIOR TO POURING CONCRETE.

FW7. PROPS UNDER STRUCTURAL FORMWORK ARE TO REMAIN IN PLACE UNTIL THE SUSPENDEDCONCRETE STRENGTH HAS REACHED ITS REQUIRED STRENGTH.

BORED PIER NOTES:B1. PIERED FOOTINGS TO BE IN ACCORDANCE WITH AS2159 SAA PILING CODE.

B2. DRILL BORED PIER HOLES TO BE THE MINIMUM DIAMETER AND DEPTH SHOWN ON STRUCTURALDRAWINGS. DEEPEN AS REQUIRED TO FOUND 200mm MINIMUM INTO THE SPECIFIED FOUNDINGMATERIAL, UNLESS NOTED OTHERWISE.

B3. ANY WATER, SOFTENED OR LOOSE MATERIAL SHALL BE REMOVED FROM BORED PIER EXCAVATIONSPRIOR TO POURING CONCRETE.

B4. BORED PIERS TO BE POSITIONED AS SHOWN ON DRAWINGS. ANY VARIATION TO PIER LAYOUTS THATMAY BE REQUIRED DUE TO ADVERSE SITE CONDITIONS ARE TO BE APPROVED BY ENGINEER PRIORTO EXCAVATION.

B5. TOP OF PIERS ARE NOT TO BE POURED HIGHER THAN SPECIFIED THAT WOULD RESULT IN REDUCEDDEPTHS OF CONCRETE MEMBERS OVER. UNLESS NOTED OTHERWISE, PIER CUT OFF LEVEL ARE ASFOLLOWS: +0mm, -50mm

VEGETATION NOTES:V1. RESTRICTIONS ON TREE LOCATIONS CLOSE TO BUILDINGS: TREES AND SHRUBS THAT ARE ALLOWED

TO GROW IN THE VICINITY OF FOOTINGS CAN CAUSE FOUNDATION MOVEMENT, TO REDUCE THE RISKIF DAMAGE THE MINIMUM DISTANCES SHOWN BELOW MUST BE ACHIEVED UNLESS A VERTICAL ROOTBARRIER IS PROVIDED. PLEASE REFER TO THE CSIRO DOCUMENT (FOUNDATIONS MAINTENANCEAND FOOTING PERFORMANCE A HOME OWNERS GUIDE) FOR FURTHER DETAILS.

MATU

RE HE

IGHT

'H'

3.0m MIN

MIN DIST 'D'AS PER BELOW

MOISTUREBARRIER

(i) 'D'=1 12 x MATURE HEIGHT 'H' FOR CLASS 'E' SITES.(ii) 'D'=1 x MATURE HEIGHT 'H' FOR CLASS 'H1' AND CLASS H2 SITES.(iii) 'D'=3/4 x MATURE HEIGHT 'H' FOR CLASS 'M' SITES.

MASONRY NOTES:M1. ALL MATERIALS AND WORKMANSHIP SHALL BE CARRIED OUT IN ACCORDANCE WITH AS3700.

M2. UNLESS NOTED OTHERWISE, THE MINIMUM CHARACTERISTIC UNCONFINED COMPRESSIVESTRENGTH OF CONCRETE BLOCKS TO BE 15MPa AND 20MPa FOR BRICKWORK.

M3. MINIMUM MORTAR MIXING RATIOS ARE AS FOLLOWS:

M4. GROUT SHALL HAVE A MINIMUM STRENGTH f'c OF 20MPa. MAXIMUM AGGREGATE SIZE IN GROUTSHALL BE 10mm.

M5. UNLESS NOTED OTHERWISE, ALL LOAD BEARING MASONRY SHALL HAVE FULL BED JOINTS.

M6. THE OUTER NON-LOAD BEARING MASONRY LEAF OF MASONRY VENEER CONSTRUCTION IS TO BETIED TO THE LOAD BEARING STUD FRAME AT 600mm MAXIMUM CENTRES WITH APPROVED MEDIUMDUTY WALL TIES - UNLESS NOTED OTHERWISE.

M7. UNLESS NOTED OTHERWISE, MASONRY TO BE TIED TO STRUCTURAL STEEL/CONCRETE MEMBERSAT 400mm MAXIMUM CENTRES.

M8. MASONRY MEMBERS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DIMENSIONS. NO HOLES,CHASES OR RECESSES SHALL BE MADE INTO MASONRY MEMBERS WITHOUT THE APPROVAL OF THEENGINEER.

M9. ALL NON-LOAD BEARING WALLS SHALL BE TERMINATED 20mm TO THE UNDERSIDE OF SLAB ANDBEAM SOFFITS. PROVIDE COMPRESSIBLE FILLER BETWEEN.

M10 UNLESS NOTED OTHERWISE, CONCRETE MEMBERS SUPPORTED ONTO LOAD BEARING MASONRYWALLS SHALL BE SEPARATED BY A SLIP JOINT - “ALCOR” OR SIMILAR.

M11. ALL SLABS PROPS ARE TO BE REMOVED PRIOR TO CONSTRUCTING ANY MASONRY WALLS ABOVE.

M12. UNLESS NOTED OTHERWISE, ALL MASONRY WALLS ARE TO BE ARTICULATED IN ACCORDANCE WITHC&CA TN61. RECOMMENDATIONS.

M13. ALL CAVITIES BELOW GROUND LEVEL TO BE GROUT OR MORTAR FILLED.

M14 WHERE GALVANISED FLAT PLATE FABRICATED “T” BAR GARAGE LINTELS ARE USED TO SUPPORTMASONRY, PROVIDE AN ARTICULATION JOINT EACH SIDE OF THE OPENING. THESE TYPES OFLINTELS ARE NOT TO BE PROPPED.

M15. WHERE PROPRIETARY GALVANISED “RIBBED COMPOSITE” LINTELS ARE USED, THE LOCATION OFARTICULATION JOINTS CAN DRAMATICALLY REDUCE THE LOAD BEARING CAPACITY. THE LOCATIONOF ARTICULATION JOINTS FOR THESE TYPE OF LINTELS, MUST BE IN STRICT ACCORDANCE WITHMANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. THESE TYPE OF LINTELS MUST BEPROPPED TO ACHIEVE THE REQUIRED COMPOSITE ACTION BETWEEN THE STEEL LINTEL AND THEMASONRY. REFER TO MANUFACTURERS SPECIFICATIONS.

MASONARY TYPE CEMENT

LOADBEARING 1

NON-LOADBEARING

REINFORCED

1

1

HYDRATED LIME SAND

0.5 4.5

61

0.25 3

GENERAL NOTES:G1. THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE LATEST ARCHITECTURAL AND

OTHER CONSULTANT'S DRAWINGS AND SPECIFICATIONS. ALL DISCREPANCIES ARE TO BE REFERREDTO THE ARCHITECT/SUPERINTENDENT FOR FURTHER ADVICE PRIOR TO PROCEEDING WITH WORK

G2. MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE LATEST AUSTRALIANSTANDARDS, RELEVANT BUILDING CODES AND STATUTORY REQUIREMENTS, INCLUDING ANYAMENDMENTS.

G3. ALL DIMENSIONS SHALL BE VERIFIED ON SITE PRIOR TO COMMENCING ANY FABRICATION ORCONSTRUCTION. ALL DIMENSIONS SHALL BE TAKEN FROM ARCHITECTURAL DRAWINGS ANDSPECIFICATIONS. THESE DRAWINGS MUST NOT BE SCALED FROM. ANY DISCREPANCIES WITHDIMENSIONS ARE TO BE REFERRED TO THE ARCHITECT. NOTIFY THE ARCHITECT/SUPERINTENDENTOF ANY VARIATIONS THAT MAY ARISE BEFORE PROCEEDING WITH THE WORKS.

G4. UNLESS NOTED OTHERWISE, DIMENSIONS ARE IN MILLIMETRES AND LEVELS ARE IN METRES.

G5. THIS OFFICE HAS NOT DESIGNED AND IS NOT RESPONSIBLE FOR ANY STRUCTURAL ITEMS OTHERTHAN WHAT HAS BEEN INCLUDED IN THESE STRUCTURAL DRAWINGS.

G6. THIS OFFICE HAS NOT BEEN ENGAGED TO CARRY OUT ONGOING SITE SUPERVISION. THIS IS THERESPONSIBILITY OF THE BUILDER. THIS OFFICE MAY CARRY OUT MONITORING INSPECTIONS ASREQUIRED THROUGHOUT THE PROJECT. WHERE APPOINTED TO CARRY OUT SUCH INSPECTIONS,THE BUILDER MUST PROVIDE A MINIMUM OF 2 WORKING DAYS NOTICE PRIOR TO THE DATE OF THEINSPECTION.

G7. SUBSTITUTION OF MATERIAL OR MEMBER TYPES MUST NOT BE MADE WITHOUT THE APPROVAL OFTHE ENGINEER. ANY PROPOSED SUBSTITUTIONS DO NOT CONSTITUTE A CONTRACT VARIATION. THEARCHITECT SHALL APPROVE ANY POTENTIAL SUBSTITUTIONS AND/OR CONTRACT VARIATIONS PRIORTO ANY WORK COMMENCING.

G8. THE APPOINTED BUILDING CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A SAFE WORKINGENVIRONMENT AND ENSURING THAT THE PROPOSED STRUCTURE AND/OR EXISTING STRUCTURESARE STABLE AT ALL STAGES THROUGHOUT THE PROJECT. NO PARTS OF THE STRUCTURE ARE TO BEOVERLOADED OR OVERSTRESSED DURING CONSTRUCTION ACTIVITIES.

G9. ALL FIRE RATING REQUIREMENTS ARE TO BE IN STRICT ACCORDANCE WITH ARCHITECTURALDRAWINGS AND MANUFACTURER'S SPECIFICATIONS.

G10. ALL WATERPROOFING, FLASHING AND TERMITE PROTECTION REQUIREMENTS ARE TO BE IN STRICTACCORDANCE WITH ARCHITECTURAL DRAWINGS AND MANUFACTURER'S SPECIFICATIONS. INGENERAL, WATERPROOF/DAMP PROOF MEMBRANES ARE TO HAVE A MINIMUM THICKNESS OF 0.2mm -UNLESS NOTED OTHERWISE. MEMBRANES ARE TO HAVE A 300mm MINIMUM LAP AND TAPED AT ALLJOINS AND PIPES. THE MEMBRANE MUST HAVE THE REQUIRED IMPACT RESISTANCE IN ACCORDANCEWITH THE BUILDING CODE OF AUSTRALIA FOR THE RELEVANT STATE OR TERRITORY.

G11. REFER TO ARCHITECTURAL DRAWINGS FOR ALL LOCATIONS OF FILLETS, GROOVES, HOBS, CHASES,PENETRATIONS OR SIMILAR. NO STRUCTURAL ELEMENTS ARE TO BE MODIFIED IN ANY WAY WITHOUTPRIOR APPROVAL OF THE ENGINEER.

G12. ALL NON-LOAD BEARING WALLS SHALL BE TERMINATED 20mm TO THE UNDERSIDE OF SLAB AND BEAMSOFFITS - UNLESS NOTED OTHERWISE.

G13. THE APPOINTED BUILDING CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE TEMPORARYBRACING OF THE STRUCTURE DURING ALL STAGES OF THE PROJECT. TEMPORARY BRACING ISADDITIONAL TO THE DOCUMENTED IN-SERVICE BRACING SHOWN ON THE STRUCTURAL DRAWINGS.THE BUILDER SHALL OBTAIN FURTHER ADVICE FROM THE ENGINEER IF REQUIRED, OR IN DOUBT.

G14. THE BUILDER MUST NOTIFY THE ARCHITECT AND/OR ENGINEER OF ANY ADVERSE CONDITIONS THATMAY BE ENCOUNTERED ON SITE, THAT MAY IMPACT ON THE ARCHITECTURAL OR ENGINEERINGINTENT OF THE BUILDING STRUCTURE.

G15. SHOP DETAILED DRAWINGS WHERE REQUIRED ARE TO BE SUBMITTED TO THE ENGINEER FORAPPROVAL PRIOR TO ANY FABRICATION. APPROVAL IS BASED ON CHECKING THE DRAWINGS FORSTRUCTURAL COMPLIANCE ONLY AND DOES NOT RELIEVE THE FABRICATOR OF ANY RESPONSIBILITYFOR DIMENSIONS, CLASHES OR COMPLIANCE WITH ARCHITECTURAL REQUIREMENTS. EVEN AFTERENGINEERING APPROVAL HAS BEEN PROVIDED, NO FABRICATION WORKS SHALL COMMENCE UNTILAPPROVAL HAS BEEN PROVIDED BY THE ARCHITECT/SUPERINTENDENT.

G16. THE STRUCTURE DETAILED IN THESE DRAWINGS HAS BEEN DESIGNED FOR AN IMPORTANCE LEVELOF 2.

G17. THE STRUCTURE DETAILED IN THESE DRAWINGS HAS BEEN DESIGNED FOR THE FOLLOWING LIVELOADS:

G18. THE STRUCTURE DETAILED IN THESE DRAWINGS HAS BEEN DESIGNED FOR THE FOLLOWING WINDLOADING CRITERIA:

G19. THE STRUCTURE DETAILED IN THESE DRAWINGS HAS BEEN DESIGNED FOR THE FOLLOWING EARTHQUAKE LOADS:

FOUNDATIONS NOTES:F1. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH GEOTECHNICAL REPORT.

F2. WORK AND MATERIAL SHALL COMPLY WITH AS2870, AS3600 & AS3798. DESIGN HAS BEEN CARRIEDOUT IN ACCORDANCE WITH AS2870 AND AS3600.

SOIL CLASSIFICATION:

REFER GEOTECHNICAL PREPARED BY:

REPORT No:

DATED:

SITE CLASSIFICATION:

F3. THE HOME OWNER IS RESPONSIBLE FOR ADHERING TO RECOMMENDATIONS AS OUTLINED IN CSIROBUILDING TECHNOLOGY FILE - BTF18, AS2870 AND GEOTECHNICAL REPORT.

F4. PRIOR TO ANY CONCRETE BEING PLACED, THE BUILDER SHALL ALLOW FOR THE COST OF ENGAGINGA GEOTECHNICAL ENGINEER TO VERIFY THAT THE CORRECT FOUNDING MATERIAL WITH ADEQUATEBEARING CAPACITY HAS BEEN ACHIEVED. THE REQUIRED BEARING CAPACITIES ARE AS FOLLOWS:

i) EDGE BEAMS, STRIP AND PAD FOOTINGS AND LOAD BEARING INTERNAL BEAMS: …….........100kPa

ii) BORED PIERS: .........................................................................................................................................250kPa

F5. UNLESS NOTED OTHERWISE, ALL FOOTINGS ARE TO BE FOUNDED 100mm MINIMUM INTO THESPECIFIED FOUNDING MATERIAL - DEEPENED AS REQUIRED. ALTERNATIVELY, PROVIDE 10MPaBLINDING CONCRETE AS REQUIRED TO ACHIEVE THE SPECIFIED FOUNDING MATERIAL AND BEARINGCAPACITY.

F6. THE BUILDING SITE MUST BE STRIPPED A MINIMUM OF 100mm TO REMOVE ALL VEGETATION ORORGANIC MATTER.

F7. THE COST OF FILLING ANY OVER-EXCAVATED FOOTING TRENCHES WITH CONTROLLED FILL ORCONCRETE SHALL BE BORNE BY THE BUILDER.

F8. ANY WATER, SOFTENED OR LOOSE MATERIAL SHALL BE REMOVED FROM EXCAVATIONS PRIOR TOPOURING CONCRETE.

F9. PROVIDE ADEQUATE CROSS FALL ACROSS THE BUILDING ENVELOPE TO ENSURE PONDING OFWATER IS MINIMISED. PROVIDE A TEMPORARY RELIEF TRENCH ON THE LOW SIDE OF THE SITE TOALLOW FOR DRAINAGE OF STORM WATER WITHIN FOOTING TRENCHES.

F10. UNLESS NOTED OTHERWISE, ANY FILLING SHALL BE PLACED AND TESTED IN STRICT ACCORDANCEWITH AS2870 AND AS3798. THE FILL BENCH SHALL BE EXTENDED 2.0m BEYOND THE BUILDINGFOOTPRINT.

F11. IT IS HIGHLY RECOMMENDED THAT IMPERVIOUS EXTERNAL PAVEMENT BE PROVIDED AROUND THEBUILDING AND GRADE AWAY FROM THE STRUCTURE AT 1:50 MINIMUM. THIS IS PARTICULARLY THECASE FOR HIGHLY REACTIVE SITES OF “H1” CLASSIFICATION OR WORSE, WHERE POTENTIALGROUND MOVEMENT IS MORE SEVERE.

F12. AS CONCRETE IS SUBJECT TO SHRINKAGE CRACKING, ANY PLACEMENT OF BRITTLE FLOORCOVERINGS SUCH AS TILES, SHOULD BE DELAYED AS LONG AS POSSIBLE AND IN ACCORDANCEWITH AS2870.

F13. THE BUILDER AND THE HOME OWNER NEED TO BE AWARE THAT BUILDING ON REACTIVE CLAYSITES ARE SUBJECT TO A CERTAIN DEGREE OF CRACKING OR BUILDING DISTRESS AS A RESULT OFGROUND MOVEMENT. THE AMOUNT OF MOVEMENT CAN BE MINIMISED BY ADHERING TORECOMMENDATIONS AS OUTLINED IN CSIRO BUILDING TECHNOLOGY FILE - BTF18, AS2870 ANDGEOTECHNICAL REPORT.

F14. NEW FOOTINGS LOCATED ADJACENT TO SERVICE TRENCHES OR STEEP BATTERS ARE TO BEDEEPENED AS REQUIRED TO EXTEND THE BASE OF THE FOOTING 200mm MINIMUM BELOW THEANGLE OF REPOSE OF THE TRENCH OR BATTER - REFER TO TYPICAL DETAIL BELOW. THIS ALSOAPPLIES TO EXISTING FOOTINGS WHERE UNDERPINNING MAY BE REQUIRED.

REINFORCED CONCRETE NOTES:C1. ALL MATERIALS AND WORKMANSHIP SHALL BE CARRIED OUT IN ACCORDANCE WITH AS3600.

C2. UNLESS NOTED OTHERWISE, THE CONCRETE SHALL BE READY MIXED AND HAVE A MINIMUMCHARACTERISTIC COMPRESSIVE STRENGTH f'c = 25MPa. THE FOLLOWING CONCRETE PARAMETERSARE TO BE FOLLOWED:

C3. CALCIUM CHLORIDE IS NOT PERMITTED.

C4. CONCRETE TO BE KEPT CONTINUOUSLY MOIST BY CURING FOR A MINIMUM OF 7 DAYS AFTER INITIALPOUR. CURING TO BE CARRIED OUT TYPICALLY BY WATER PONDING, OR BY MEANS OF OTHERAPPROVED METHODS.

C5. CONCRETE TO BE COMPACTED BY MECHANICAL VIBRATION. CONCRETE MUST NOT BE MOVED WITHTHE VIBRATORS. CORE FILLED BLOCKS TO BE COMPACTED BY RODDING.

C6. ADMIXTURES ARE NOT TO BE USED WITHOUT APPROVAL BY THE ENGINEER. WATER IS NOT TO BEADDED TO THE MIX AT ANY STAGE AFTER THE TRUCK LEAVES THE BATCHING PLANT.

C7. CONCRETE MEMBERS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DIMENSIONS. NO HOLES,CHASES OR RECESSES SHALL BE MADE INTO CONCRETE MEMBERS WITHOUT THE APPROVAL OFTHE ENGINEER.

C8. CONCRETE FINISHES TO BE AS PER ARCHITECTURAL DRAWINGS AND COMPLY WITH AS1510.

C9. CONCRETE SLABS OR BEAMS THAT ARE SUPPORTED ONTO MASONRY WALLS ARE TO BESEPARATED BY A SUITABLE SLIP JOINT SUCH AS 'ALCOR' OR SIMILAR. NON-LOAD BEARING MASONRYWALLS ARE TO STOP A MINIMUM OF 20mm SHORT OF CONCRETE SLAB AND BEAM SOFFITS. PROVIDECOMPRESSIBLE FILLER THAT IS NOT CAPABLE OF TRANSFERRING ANY LOADS.

C10. CONCRETE SHALL NOT BE POURED WHEN AMBIENT TEMPERATURES EXCEED 30 DEGREESCELSIUS/CENTIGRADE.

C11. PRIOR TO PLACEMENT OF ANY MASONRY WALLS ON TOP OF SUSPENDED SLABS, ALL TEMPORARYPROPS SHALL BE REMOVED.

C12. ALL REINFORCEMENT SHALL BE SECURELY TIED INTO POSITION AND SUPPORTED OFF APPROVEDBAR CHAIRS OR SUPPORT BARS. REINFORCEMENT BARS FOR SLABS TO BE SUPPORTED AT 1.0mMAXIMUM CENTRES AND MESH TO BE SUPPORTED AT 600mm MAXIMUM CENTRES.

C13. REINFORCEMENT SHALL BE EVENLY SPACED AS SPECIFIED.

C14. WELDING OF REINFORCEMENT IS NOT PERMITTED UNLESS APPROVED BY ENGINEER.

C15. REINFORCEMENT NOTATION (REINFORCEMENT TO CONFORM TO AS4671)

C16. PROVIDE THE FOLLOWING MINIMUM BAR AND MESH LAP LENGTHS: BARS TO BE LAPPED 40xBARDIAMETER. MESH TO HAVE OUTERMOST 2 TRANSVERSE BARS LAPPED.

C17. REINFORCEMENT IS SHOWN DIAGRAMMATICALLY ONLY AND NOT NECESSARILY IN THE TRUEPOSITION.

C18. SPLICES IN REINFORCEMENT SHALL BE MADE IN THE POSITIONS SHOWN ON STRUCTURALDRAWINGS, OR AS APPROVED BY ENGINEER. UNLESS NOTED OTHERWISE TOP REINFORCEMENT TOBE LAPPED MIDSPAN BETWEEN SUPPORTS AND BOTTOM REINFORCEMENT LAPPED AT SUPPORTS.

C19. UNLESS NOTED OTHERWISE, PROVIDE AN UPWARD POSITIVE CAMBER AT MIDSPAN OF 3mm PER1000mm SPAN. NEGATIVE CAMBER IS NOT PERMITTED.

N

R

RL

HOT ROLLED DEFORMED BARS - GRADE 500NSTRUCTURAL GRADE ROUND BARS - GRADE 250N

HARD DRAWN LOW DUCTILITY RECTANGULAR WIRE MESH - GRADE 500L

S STRUCTURAL GRADE DEFORMED BARS - GRADE 250N

SL HARD DRAWN LOW DUCTILITY SQUARE WIRE MESH - GRADE 500L

STRUCTURAL STEEL NOTES:S1. ALL MATERIALS AND WORKMANSHIP SHALL BE CARRIED OUT IN ACCORDANCE WITH AS4100.

S2. UNLESS NOTED OTHERWISE, THE FOLLOWING STEEL MATERIAL GRADES SHALL BE ADOPTED:

S3. UNLESS NOTED OTHERWISE, ALL STRUCTURAL BOLTS TO BE GALVANISED HIGH STRENGTH, GRADE8.8/S BOLTS - SNUG TIGHTENED TO AS1252. BOLTS SPECIFIED AS GRADE 8.8/TB OR 8.8/TF (BEARINGAND FRICTION GRIP RESPECTIVELY) ARE TO BE TENSIONED IN ACCORDANCE WITH AS4100. HIGHSTRENGTH BOLTS ARE NOT TO BE WELDED UNDER ANY CIRCUMSTANCES.

S4. UNLESS NOTED OTHERWISE, ALL HOLD DOWN BOLTS ARE TO BE GALVANISED GRADE 4.6/S - SNUGTIGHTENED. PROVIDE MINIMUM 20mm HIGH STRENGTH NON-SHRINK GROUT UNDER BASE PLATES.

S5. UNLESS NOTED OTHERWISE, PROVIDE 10mm CLEATS, STIFFENERS OR CAP PLATES AND 2-M20 8.8/SBOLTS.

S6. UNLESS NOTED OTHERWISE, HOLES FOR STRUCTURAL GRADE BOLTS TO BE 2mm LARGER THANBOLT DIAMETER. HOLES FOR HOLD DOWN BOLTS TO BE 6mm LARGER THAN BOLT DIAMETER.

S7. ALL WELDING TO BE CARRIED OUT IN ACCORDANCE WITH AS1554.

S8. UNLESS NOTED OTHERWISE, MINIMUM WELDS ARE TO BE 6mm CONTINUOUS FILLET WELDS (CFW)OR FULL PENETRATION BUTT WELDS (FSBW) AND “GP” CATEGORY WELDS USING E48XX/W50X RODS.

S9. TUBULAR SECTIONS TO BE SEALED WITH 5mm PLATES, UNLESS NOTED OTHERWISE. PROVIDEADEQUATE VENT HOLES IF MEMBERS ARE TO BE GALVANISED.

S10. STEELWORK SHALL NOT BE PROPPED UNLESS NOTED ON PLANS.

S11. UNLESS NOTED OTHERWISE, ALL STRUCTURAL STEEL EXPOSED TO THE WEATHER SHALL BE HOTDIP GALVANISED OR CLASS 2.5 BLAST AND 75 MICRONS INORGANIC ZINC SILICATE. MEMBERSBELOW GROUND SHALL ALSO BE ENCASED IN 100mm MINIMUM CONCRETE REINFORCED WITH SL41MESH WITH 60mm COVER TO EARTH FACE. INTERNAL STEEL - CLASS 1 BLAST AND 50 MICRONS REDOXIDE ZINC PHOSPHATE. ANY COATINGS DAMAGED DURING TRANSPORT OR ERECTION TO BE MADEGOOD.

S12. ALL STRUCTURAL STEEL TO HAVE NATURAL CAMBER IN UPWARD DIRECTION.

S13. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL TO BE TIED TO MASONRY AND TIMBER WALLS AT400mm MAXIMUM CENTRES WITH APPROVED FRAMING TIES.

S14. PROVIDE LIGHT GAUGE ANGLE OR PURLIN TRIMMERS AS REQUIRED AT HIPS, VALLEYS ETC. WHEREMITRED ROOF SHEET CUTS OCCUR.

MEMBER TYPES MINIMUM STEEL GRADE

UB, UC, PFC AND ANGLES GRADE 300 PLUS

WB, WC GRADE 300

GRADE 250PLATES & FLATS

RHS & SHS

PURLIN & GIRT

GRADE 350

GRADE 450

TIMBER NOTES:T1. ALL TIMBER MEMBERS AND WORKMANSHIP SHALL BE CARRIED OUT IN ACCORDANCE WITH AS1720,

AS1684, THE BUILDING CODE OF AUSTRALIA AND MANUFACTURER'S SPECIFICATIONS.

T2. ALL TIMBER MEMBERS SHALL BE FREE OF ALL DEFECTS.

T3. TIMBER STRESS GRADES AND TIMBER SIZES NEED TO BE THE MINIMUM SPECIFIED ON STRUCTURALDRAWINGS.

T4. TIMBER FRAMING AND MEMBERS SHALL BE INSTALLED TO RESIST UPLIFT AND RACKING FORCES INACCORDANCE WITH AS1684.

T5. NO NOTCHES OR PENETRATIONS ARE TO BE MADE INTO TIMBER MEMBERS WITHOUT THE APPROVALOF THE ENGINEER.

T6. UNLESS NOTED OTHERWISE, PROVIDE DOUBLE STUD MINIMUM SUPPORT FOR ALL LINTELS, FLOORAND ROOF BEAMS AND TIMBER GIRDER TRUSSES.

T7. UNLESS NOTED OTHERWISE, PROVIDE DOUBLE JOISTS UNDER ALL WALLS RUNNING PARALLEL WITHJOISTS.

T8. UNLESS NOTED OTHERWISE, STEEL COLUMNS SHALL BE FIXED TO ADJACENT TIMBER STUDFRAMEWORK AT TOP, BOTTOM AND MID HEIGHT WITH M10 BOLTS OR SUITABLE FASTENERS.

T9. BUILT UP MEMBER SIZES BY NAIL LAMINATION ARE TO BE CARRIED OUT IN ACCORDANCE WITHAS1684.

T10. TIMBER MEMBERS SUPPORTED ON BRICKWORK SHALL BE SEPARATED BY AN 'ALCOR' SLIP JOINTMEMBRANE OR SIMILAR. PROVIDE AN AIRSPACE OF 10mm TO THE SIDES OF THE TIMBER MEMBER.

T11. REFER TO ARCHITECTURAL DRAWINGS FOR ANY TIMBER MEMBERS NOT SPECIFIED ONSTRUCTURAL DRAWINGS. ENSURE THAT ANY MEMBERS SELECTED ARE IN ACCORDANCE WITH THEABOVE LISTED STANDARDS.

T12. EXTERNAL TIMBER SHALL BE WEATHER PROTECTED/TREATED AS REQUIRED TO SUIT THEEXPOSURE CONDITIONS.

T13. ANY PREFABRICATED TIMBER MEMBERS, INCLUDING THE DESIGN, FABRICATION AND ERECTION HASNOT BEEN CARRIED OUT BY THIS OFFICE. REFER TO MANUFACTURER'S SPECIFICATIONS FOR ALLSUCH ITEMS.

T14. UNLESS NOTED OTHERWISE, ALL PROPRIETARY FLOOR JOISTS ARE TO BE DESIGNED ANDINSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.

T15. ALL BOLTED CONNECTIONS LOCATED EXTERNALLY ARE TO BE GALVANISED. ALL BOLTEDCONNECTIONS TO HAVE WASHERS UNDER BOLT HEAD AND NUT. UNLESS NOTED OTHERWISE,ADOPT 50X50X3mm WASHER FOR BOLTS UP TO M12 AND 65X65X5mm FOR M16 AND M20 BOLTS.WHERE POSSIBLE, IT IS RECOMMENDED TO RE-TIGHTENED BOLTS AFTER 6 MONTHS.

T16. METAL FIXINGS SHALL BE COMPATIBLE WITH ANY TIMBER GLUES OR TREATMENTS.

T17. ALL PROPRIETARY FIXINGS TO BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'SSPECIFICATIONS.

200MIN

A = ANGLE OF REPOSENEW OR EXISTINGSERVICE TRENCH

CIVIL TEST

4190426-1

13/01/2020

CLASS "P" DESIGNED AS CLASS"H2-D" DUE TO TREES

45° FOR CLAY30° FOR SAND

A

RAFT OR WAFFLE SLAB 100100

2525 20

20 N25N32INTERNAL SLAB ON GROUND

EXTERNAL SLAB ON GROUND 100 30 20 N32INTERNAL SUSPENDED SLAB 100 25 20 N32EXTERNAL SUSPENDED SLAB 100 30 20 N32

CAVITY FILLED BLOCKWORK 200 40 10 N20

ANNUAL PROBABILITY OF EXCEEDANCE (APE) 1/500

PROBABILITY FACTOR (kp) 1.0

HAZARD FACTOR (Z) 0.9

SUB SOIL CLASS Ce

EARTHQUAKE DESIGN CATEGORY (EDC) EDC II

AREA OF LOAD UDL LIVE LOAD CONCENTRATED LIVE LOAD

ROOF 0.25

FLOOR - GENERAL

FLOOR - LOADING AREAS

5

10

1.4

4.5

31

(kPa) (kN)

MEZZANINE

STAIRS

3

4

2.7

4.5

REGION /SUB-REGION A -1

TERRAIN CATEGORY 2.5

TOPOGRAPHIC MULTIPLIER 1.0

SHIELDING MULTIPLIER 1.0

ULTIMATE WIND SPEED (Vu) 45m/s

SERVICEABILITY WIND SPEED (Vs) 37m/s

RETAINING WALL NOTES:RW1. NO RETAINING WALLS ARE TO BE BACKFILLED FOR A MINIMUM PERIOD OF 7 DAYS AFTER POURING

OF CONCRETE OR GROUT FILLING OF BLOCK CORES.RW2. UNLESS NOTED OTHERWISE, OR DESIGNED AS FULLY CANTILEVERED WALLS SYSTEMS, RETAINING

WALLS SHOULD HAVE TEMPORARY PROPPING IN PLACE DURING COMPACTION OF BACKFILLING.RW3. UNLESS NOTED OTHERWISE, PAINT THE BACK FACE OF THE RETAINING WALL WITH BITUMINOUS

PAINT AND PROVIDE 2 LAYERS OF 0.2mm WATERPROOF MEMBRANE. PROVIDE FIBRE CEMENTSHEET AGAINST WATERPROOF MEMBRANE PRIOR TO BACKFILLING TO LIMIT ANY POSSIBLERUPTURE OF THE MEMBRANE.

RW4. A MAXIMUM BACK SLOPE ABOVE THE RETAINING WALL OF 10 DEGREES FROM HORIZONTAL ISPERMITTED.

CONCRETE ELEMENT

FOOTINGS AGAINST GROUNDWITHOUT WATERPROOF MEMBRANE

SLUMP (mm)

COVER(mm)

MAXIMUM COURSEAGGREGATE (mm)

FOOTINGS AGAINST GROUNDWITH WATERPROOF MEMBRANE

100

100

60

40 20

20

f'c(MPa) @ 28 DAYS

N25

N25

*NOTE: FLOOR SLABS TO BE INCREASED TO N40 MPA CONCRETE MINIMUM WHERE SOLID WHEELED

VEHICLES ARE IN OPERATION.

DRAWING NO.PROJECT NO.

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AMENDMENTS.

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CLIENT:

DATE. INIT.

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Web: www.connexgroup.com.auEmail: [email protected]

ISSUE STAMP:

REVISION

© THESE DRAWINGS ARE THE INTELLECTUAL PROPERTY OF CONNEX GROUP. THE USE OR COPYING OF THIS DOCUMENT AS A WHOLE OR PART WITHOUTWRITTEN PERMISSION BY CONNEX GROUP CONSTITUTES AN INFRINGEMENT OF COPYWRIGHT.

Suite 2, Level 1/90-100 Ovens St. Wangaratta, Vic. 3677

CONSTRUCTION

K.H.

PROPOSED ALTERATION & ADDITIONSFOR LOCKHART FOOTBALL & NETBALL CLUBAT DAY STREET,LOCKHART N.S.W

LOCKHART SHIRE COUNCIL

20005

P1 PRELIMINARY 24.01.2020 L.R.C1 CONSTRUCTION 06.02.2020 C.S.

C1

K. HUTCHINSON L. RICHARDSON

AS INDICATED

S01

CONSTRUCTION NOTES

AutoCAD SHX Text

20mm

AutoCAD SHX Text

20mm

AutoCAD SHX Text

CODY SCHUTT

AutoCAD SHX Text

06/02/2020

22

11

A

B

B

C

D

G

G

H

I J

K

L

M

N

SLAB & FOOTING PLANSCALE 1:100

BP1 Ø450 x 1000 DEEP MASS CONCRETE BORED PIER

COMMENTSREINFORCEMENTSIZEMARK

FOOTING SCHEDULE

BP1

BP1

BP1

BP1

BP1

BP1

BP1

BP1

BP1

BP1

BP1

SCJ

SCJ

SCJ

SCJ

SCJ

DCJ

SCJ

SCJ

SCJ

SCJ

SCJ

SCJ

DCJ

SCJ

SCJ

SCJ

SCJ

SCJ

DCJ

SCJ

SCJ

SCJ

SCJ

DCJ

SCJ

SCJ

SCJ

SCJ

EB1

EB1

EB1

IB1

IB1

IB1

IB1

EB1

EB1 550(D) x 350(W) 2/3-L11TM BOTTOM+ 2 N16 TOP EDGE BEAM

IB1 550(D) x 350(W) 2/3-L11TM BOTTOM+ 2 N16 TOP INTERNAL BEAM

SET DOWN

DOWEL JOINT TO CUT OUT SECTIONSOF EXISTING SLAB REFER DETAIL



100mm THICK PAVING SLABSL82 MESH TOP WITH 30mm COVERf 'c = 25MPa CONCRETE.50mm SAND BED & 0.2mm MOISTURE MEMBRANE.ALLOW FOR ABEL FLEX AGAINST ADJOINING WALLS

100mm THICK RAFT SLABSL92 MESH TOP & BOTTOM WITH 30mm COVER50mm SAND BED & 0.2mm MOISTURE MEMBRANE,f 'c = 25MPa CONCRETE.

100mm THICK INFILL SLABSL82 MESH TOP WITH 30mm COVER50mm SAND BED & 0.2mm MOISTURE MEMBRANE.ALLOW FOR ABEL FLEX AGAINST ADJOINING WALLS

LEGEND

RE-ENTRANT BARS2-L11TM x 1200 LONG TOP TYP.

SAW CUT JOINTSCJ

FW FLOOR WASTE (REFER ARCHITECTS PLANFOR LOCATIONS AND GRADES)

FWFW

FWFW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FWFW

FW

FW

FW

FW

FW

FW

SET D

OWN

FW

SET D

OWN

SET D

OWN

EXISTING BUILDING

FFL 0.000

FFL 0.000

CUT INTO EXISTING SLABTO ALLOW FOR DRAINAGE& CONCRETE SLAB , FOROPTIONS REFER DETAIL

CUT INTO EXISTING SLABTO ALLOW FOR CONCRETERAMP, REFER DETAIL

REFER TYPICAL DETAILFOR SHOWER SET DOWN

REFER TO ARCHITECTURAL PLANS FOR ALL DOOR REBATE LOCATIONS

SITE PREP NOTE - TREE REMOVAL:1. REMOVE TREE AND ENTIRE ROOT SYSTEM. MOISTURE CONDITION EXCAVATION AND

SURROUNDING GROUND TO WITHIN ±2 % OF OPTIMUM MOISTURE CONTENT PRIOR TOBACKFILLING. MOISTURE CONDITIONING PROCEDURE TO BE AS PER GEOTECHNICALENGINEER'S RECOMMENDATIONS.

2. BACKFILL WITH SITE DERIVED FILL OR IMPORTED FILL APPROVED BY GEOTECHNICALENGINEER. FILL TO BE PLACED AND TESTED / APPROVED AS LEVEL 2 COMPACTED FILL.

3. ANY LOAD BEARING ELEMENTS TO BE EXTENDED THROUGH FILL AND FOUNDED INTONATURAL UNDISTURBED SOIL. PROVIDE 10MPa BLINDING CONCRETE AS REQUIRED.


DOWEL JOINT INTO EXISTINGEDGE BEAM AT DOORWAY,REFER DETAIL



SF1

SF1

SF1

DOWEL JOINT TO EXISTINGEDGE BEAM REFER DETAIL

SCJ

C2

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C2

C3

C3

DS DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

DSDS

DS

DS

DS

DSLOCALLY WIDEN STRIPFOOTING FOR COLUMN OVER

LOCALLY WIDEN STRIPFOOTING FOR COLUMN OVER

FOR STRIP FOOTINGTO EXISTING RAFT EDGEBEAM REFER TO DETAIL(TYPICAL)

DOWEL CUT JOINTDCJ

FW

SF1 STRIP FOOTING

SF1

SF1

SF1

SF1

SF1

SF1

1200

1200

1200

FOR STRIP FOOTINGTO RAFT EDGE BEAMREFER TO DETAIL

IB1

SET DOWN SET DOWN

DCJ

EB2

IB1

IB1

RE2

RE2

RE2

RE2

RE2

RE2

RE2

SITE PREPARATION NOTE:1. REMOVE ANY TOP SOIL OR ORGANIC MATERIAL FROM THE BUILDING

ENVELOPE.2. ALL LOAD BEARING FOUNDATIONS ARE TO BE FOUNDED INTO NATURAL

GROUND AS SPECIFIED IN GEOTECHNICAL REPORT.

LEVEL 2 COMPACTED FILL (SUITABLE FOR NON LOAD BEARING PANEL SUPPORT)3. PROOF ROLL SUBGRADE AND REMOVE ANY SOFT SPOTS.4. PLACE APPROVED FILL IN 250mm MAX LAYERS. FILL TO BE COMPACTED TO

95% STANDARD MAXIMUM DRY DENSITY IN ACCORDANCE WITH AS 3798.5. FILLED BENCH TO BE TESTED BY GEOTECHNICAL ENGINEER TO CONFIRM

THAT REQUIRED COMPACTION HAS BEEN ACHIEVED.DOUBLE STUD (DS)DS

EB2 550(D) x 350(W) 2/3-L11TM BOTTOM+ 2 N16 TOP EDGE BEAM AGAINST EXISTING

850(D) x 350(W) 2/3-L12TM TOP & BOTTOM

EXISTING INTERNALBEAMS TO RAFT SLAB


CHECKED: SCALE:

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TITLE:

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AMENDMENTS.

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ISSUE STAMP:

REVISION



CONSTRUCTION

K.H.



20005


C1


AS INDICATED

S02

SLAB & FOOTING PLAN

AutoCAD SHX Text

CODY SCHUTT

AutoCAD SHX Text

06/02/2020

FOUND 200 MIN. BELOW SERVICETRENCH AT ANGLE OF REPOSE FOREITHER CLAY OR SAND SOIL TYPES.

200

MIN

ANGLE'A'

A = ANGLE OF REPOSE45° FOR CLAY35° FOR SAND

NOTE: ALL NEW AND EXISTING SERVICES TO BE DETERMINED PRIOR TO CONSTRUCTION, TO ENSURE THAT PROPOSEDCONSTRUCTION DOES NOT IMPACT ON SERVICES.

TYPICAL DETAIL FOR CONSTRUCTION NEAR SERVICE TRENCHSCALE N.T.S

NEW OR EXISTINGSERVICE TRENCH /SERVICE

PROVIDE BLINDINGCONCRETE, OR BOREDPIERS AS REQUIRED.

TYPICAL REINFORCEMENT LAP DETAILSCALE N.T.S

TRENCH MESH TO FULLY LAPWITH OUTER BAR OFOPPOSING MESH

TRENCH MESH TO FULLY LAPWITH OUTER BAR OFOPPOSING MESH

CORNER INTERSECTION

*NOTE: "L" ONLY REQUIRED WHEN:· DEFORMED BAR USED FOR

REINFORCEMENT RATHER THANTRENCH MESH.

· TRENCH MESH HAS NOTCORRECTLY LAPPED ASSPECIFIED ABOVE.

NOTE ABOVE APPLIES TO TOP ANDBOTTOM REINFORCEMENT WHERENOMINATED.

PROVIDE "L" BAR (600 LEGS).DEFORMED BAR TO MATCH SIZEOF BEAM REINFORCEMENT*REFER NOTE BELOW

1200 + "X"

"X"

450 LEG450 LEG

EDGE BEAM OR STRIP FOOTING

TYPICAL DETAIL FOR SERVICE PIPETHROUGH EDGE BEAM / STRIP FOOTING

SCALE N.T.S

125

MIN

SERVICE LAGGING20 THICK LAGGING UP TO "M-D" SITE,40 THICK LAGGING "H1" OR GREATER SITE

DEFORMED BARS ("N" TYPE BAR) NUMBER AND SIZEOF BAR TO MATCH BOTTOM REINFORCEMENT OFEDGE BEAM OR STRIP FOOTING.

SERVICE PIPE

TYPICAL SAW CUT JOINT DETAIL(EXTERNAL PAVING SLABS ONLY)

SCALE N.T.S

NOTE: SAW CUT JOINT CAN BE SUBSTITUTED WITH 20mm DEEP TOOL JOINT(SLAB MESH STILL TO BE DRAPED AND CUT AS OUTLINED ABOVE)

FILL SAW CUT WITH APPROVEDFLEXIBLE SEALANT

5mm WIDE SAWCUT JOINTTO BE MADE WITHIN 24HRSOF POUR. ( 14 DEPTH OF SLAB) SLAB AS NOTED ON PLAN

50mm BEDDING SAND

WATER PROOFMEMBRANE

DRAPE SLAB MESH THROUGHSAW CUT LOCATION. CUT EVERY2nd BAR OF SLAB MESH BENEATHSAW CUT.

NOTE:WHERE EDGE BEAMS OR LOAD BEARINGINTERNAL BEAMS ARE DEEPENED, PROVIDE1N12 BAR BOTTOM FOR EVERY 150mmDEEPER THAN DEPTH NOTED IN SCHEDULE.

SLAB AS NOTED ON PLAN

TRENCH MESH ASNOTED IN SCHEDULE

WATER PROOFMEMBRANE

EB1

FALL

EB1

REFE

R SCH

EDUL

E

100

MIN

PROVIDE 10MPa BLINDING CONCRETE ASREQUIRED TO ACHIEVE FOUNDING DEPTH.REFER PLAN FOR APPROX. EXTENT

FOUND EDGE BEAMS AND LOAD BEARINGINTERNAL BEAMS MIN. 100mm INTOMATERIAL AS SPECIFIED IN SOIL REPORT.REFER FOUNDING NOTE

350

(NO

TE)

TYPICAL SLAB SECTION 1SCALE 1:20

50mm BEDDING SAND

TYPICAL STRIP FOOTING TO RAFT DETAILSCALE N.T.S

EXTEND STRIP FOOTING(MINIMUM 1.5 x STRIP FOOTING DEPTH (D)

200

200

200

200

(STRIP FOOTING)

STRIP

FOOT

INGDE

PTH (

D)

EXTEND TOP TRENCH MESH OF STRIP FOOTING600 MIN. PAST REBATE AS SHOWN

2 SETS OF 3N12 "Z" BARS(TOTAL 6 "Z" BARS)

350

IB1

75

50mm SET DOWNTO WET AREA

200

N12 BARDRAPE TOP & BOTTOMMESH THROUGH SETDOWN

EB1EB1

50mm BEDDING SAND

100

MIN

FOUND EDGE BEAMS ANDLOAD BEARING INTERNALBEAMS MIN. 100mm INTOMATERIAL AS SPECIFIED INSOIL REPORT. REFERFOUNDING NOTE

350

FALL

REFE

R SCH

EDUL

E(

NOTE

)

75

200

N12 "L" BAR@ MAX 400 CTRS

N12 "L" BAR@ MAX 400 CTRS55

0 MIN

NOTE:WHERE EDGE BEAMS OR LOAD BEARINGINTERNAL BEAMS ARE DEEPENED, PROVIDE1N12 BAR BOTTOM FOR EVERY 150mmDEEPER THAN DEPTH NOTED IN SCHEDULE.



WATER PROOFMEMBRANE

EB1EB1

REFE

R SCH

EDUL

E

100

MIN

PROVIDE 10MPa BLINDING CONCRETE ASREQUIRED TO ACHIEVE FOUNDING DEPTH.REFER PLAN FOR APPROX. EXTENT


350

(NO

TE)

TYPICAL SLAB SECTION 2SCALE 1:20

50mm BEDDING SAND

350IB1

50mm SET DOWNTO WET AREA

N12 BAR

DRAPE TOP & BOTTOMMESH THROUGH SETDOWN

EB1EB1

50mm BEDDING SAND

100

MIN

FOUND EDGE BEAMS ANDLOAD BEARING INTERNALBEAMS MIN. 100mm INTOMATERIAL AS SPECIFIED INSOIL REPORT. REFERFOUNDING NOTE

350

FALL

REFE

R SCH

EDUL

E(

NOTE

)

75

200


550 M

IN

R16 - 400 DOWELS X 450 LONG,DRILL & EPOXY GROUT 200 MININTO EXISTING FOOTINGSTAGGERED TOP TO BOTTOM,GREASE END INTO EDGE BEAM

PROPOSEDEXISTING400 400 400

PROPOSEDRAMP

EXISTING PAVINGSLAB LEVEL

PROPOSEDRAMP

EXISTINGFLOOR LEVEL

CUT EXISTING PAVING SLABTO ALLOW FOR INFILL SLAB SECTIONREFER ARCHITECTS DETAILSFOR GRADES AND HEIGHTS

N12 - 400 DOWELS X 600LONG, DRILL & EPOXYGROUT 150MIN INTOEXISTING SLAB

WATER PROOF MEMBRANE

50mm BEDDING SAND

TYPICAL DOWEL CONSTRUCTION JOINT(EXTERNAL PAVING SLABS ONLY)

SCALE N.T.S

NOTE: DOWELS TO BE SAW CUT (NOT SHEAR CUT). DOWELS TO BE INSTALLEDHORIZONTAL IN ELEVATION AND SQUARE TO JOINT ALIGNMENT.

FILL SAW CUT WITH APPROVEDFLEXIBLE SEALANT


R12-300 (x450 LONG) GALVANISEDDOWELS, GREASED HALF OF BAR.

SLAB MESH TO TERMINATEEACH SIDE OF JOINT

50mm BEDDING SANDEND CAP


FOUNDING NOTE:1. FOUND EDGE BEAMS, LOAD BEARING INTERNAL BEAMS AND STRIP FOOTING

100min INTO NATURAL UNDISTURBED ORANGE SILTY CLAY SAND.2. REFER TO GEOTECHNICAL REPORT FOR RECOMMENDATIONS.3. BUILDING SURVEYOR OR GEOTECHNICAL ENGINEER TO INSPECT EXCAVATIONS

AND CONFIRM THAT CORRECT FOUNDING MATERIAL HAS BEEN ACHIEVED.

REFE

R SCH

EDUL

E

REFERSCHEDULE

100

TYPICAL STRIP FOOTING DETAILSSCALE N.T.S

STRIP FOOTING TIE STRIP FOOTING(IF SHOWN ON PLAN)

BENCH PAVING SLAB ONTO EXTERNALSTRIP FOOTING (AWAY FROM BRICK PIERS)


PAVING SLAB NOT TO BENCH ONTOINTERMEDIATE TIE STRIP FOOTING(PROVIDE 50mm MIN SAND BETWEEN TOP OFSTRIP FOOTING AND UNDERSIDE OF SLAB)

WATER PROOF MEMBRANETRENCH MESH AS NOTEDIN SCHEDULE

50mm BEDDING SAND

FOUND MIN. 100mm INTOMATERIAL AS SPECIFIED IN SOIL

REPORT. REFER FOUNDING NOTE

REFE

R SCH

EDUL

E

REFERSCHEDULE

2 LAYERS BLACKPLASTIC MEMBRANEEACH SIDE TO CREATESLIP JOINT

(MINIMUM 1.5 x STRIP FOOTING DEPTH (D)

STRIP

FOOT

INGDE

PTH (

D) (STRIP FOOTING)

(STRIP FOOTING)

500 500

500 500

TYPICAL STRIP FOOTING STEP DETAILSCALE N.T.S

N12 Z-BARS.NUMBER OF BARS TO

MATCH NUMBER OFBARS IN TRENCH MESH.

TYPICAL RAMP INFILL SLAB TOEXISTING PAVING SLAB

SCALE 1:20

2N16 BAR TOP,700 MIN LAP




N12 - 400 DOWELS X 600 LONG,DRILL & EPOXY GROUT150MIN INTO EXISTING SLAB

SERVICE TRENCH DETAIL THROUGHEXISTING SLAB

SCALE 1:20

3N16 DOWELS X 600 LONG,DRILL & EPOXY GROUT 200 MININTO EXISTING FOOTING

PROPOSEDEXISTING


50mm BEDDING SAND


TYPICAL STRIP FOOTING TOEXISTING EDGE BEAM DETAIL

SCALE 1:20

SF1

PROPOSED CUT OUTEXISTING SLAB

500 MIN

EXISTINGSLAB

EXISTINGSLAB

PROPOSEDSETDOWN

EXISTINGFLOOR

PROPOSED CUT OFEXISTING SLAB

500


PROPOSEDGRADED SLAB

EXISTINGFLOOR

N12 - 400 DOWELS X 600 LONG,DRILL & EPOXY GROUT150MIN INTO EXISTING SLABCRANK AS REQUIRED

SHOWER SET DOWN INFILL SLAB TOEXISTING SLAB/EDGE BEAM

SCALE 1:20

PROPOSEDSETDOWN

EXISTINGFLOOR

PROPOSED CUT OFEXISTING SLAB

500


75200


N12 BAR

WATER PROOFMEMBRANE

50mm BEDDING SAND


SHOWER SET DOWN INFILL SLAB TOEXISTING SLAB

SCALE 1:20

PROPOSEDGRADED SLAB

EXISTINGFLOOR

N12 - 400 DOWELS X 600 LONG,DRILL & EPOXY GROUT150MIN INTO EXISTING SLABCRANK AS REQUIRED

R12 - 400 DOWELS X 450 LONG,DRILL & EPOXY GROUT 150MININTO EXISTING SLAB, GREASE ENDINTO NEW SLAB

FALL

FALL

WATER PROOFMEMBRANE

50mm BEDDING SAND


GRADE GRADE

GRADE GRADE

GRADE GRADE

GRADE GRADE

GRADED SLABREFER ARCHITECTS PLANFOR GRADES AND WATERPROOFING

GRADED SCREEDREFER ARCHITECTS PLANFOR GRADES AND WATERPROOFING

GRADED SLABREFER ARCHITECTS PLANFOR GRADES AND WATERPROOFING

GRADED SCREEDREFER ARCHITECTS PLANFOR GRADES AND WATERPROOFING

WATER PROOFMEMBRANE

50mm BEDDING SAND

N12 - 400 DOWELS X 600 LONG,DRILL & EPOXY GROUT150MIN INTO EXISTING EDGEBEAM CRANK AS REQUIRED


WATER PROOFMEMBRANE

50mm BEDDING SAND

PROPOSEDGRADED SLAB

EXISTINGEDGEBEAM

PROPOSEDSETDOWN

EXISTINGEDGEBEAM

OPTION 1

OPTION 2

OPTION 1

OPTION 2

LEVEL 2 COMPACTED FILL,REFER SITE PREP NOTE

LEVEL 2 COMPACTED FILL,REFER SITE PREP NOTE

200 MIN

WATER PROOFMEMBRANE50mm BEDDING SAND

TYPICAL LOADBEARING INTERNALBEAM DETAIL

SCALE 1:20


1000 MAX

LBW

100

MIN


350

IB1

WATER PROOFMEMBRANE50mm BEDDING SAND(

NOTE

)RE

FER S

CHED

ULE



CHECKED: SCALE:

DRAWN:DESIGN:

TITLE:

A1

AMENDMENTS.

DRAWING TITLE:

REV.

CLIENT:

DATE. INIT.

PRINTED : BY:

Ph: (03) 5721 8673 Fax: (03) 5721 8108


ISSUE STAMP:

REVISION



CONSTRUCTION

K.H.



20005


C1


AS INDICATED

S03

SLAB & FOOTING DETAILS

AutoCAD SHX Text

*

AutoCAD SHX Text

*

AutoCAD SHX Text

*

AutoCAD SHX Text

*

AutoCAD SHX Text

*

AutoCAD SHX Text

*

AutoCAD SHX Text

*

AutoCAD SHX Text

CODY SCHUTT

AutoCAD SHX Text

06/02/2020

FRAMING PLANSCALE 1:100

MEMBER SCHEDULE

MARK SIZE COMMENTS

C1 DURAGAL COLUMN

22

11

A

B

B

C

D

G

G

H

I J

K

L

M

N

C2

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C2

C3

C3

DS DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

DSDS

DS

DS

DS

DS

EXISTING BUILDING

ROOF TRUSSES ANDBRACING BY OTHERS

ROOF TRUSSES ANDBRACING BY OTHERS

FP

FP

FP

FP

FP

FP

FP

FP

FP

FP

ROOF

TRUS

SES A

NDBR

ACING

BY OT

HERS

R1

R1

R1

R1

R1

R1

R1

R1

R1

R1

R1

R1

PB1

PB1

C2 COLUMN (ARCH SIZED)C3

FP FASCIA PURLIN

P1 ROOF PURLINPB1 PITCHING BEAMR1 RAFTER

90 x 2.5 SHS125 x 4.0 SHS

COLUMN (ARCH SIZED)200 x 5.0 SHS

C15015

C15015200x45 HYSPAN LVL150 x 50 x 2.5 RHS

GIRDER TRUSSES BY OTHERS

L1

L1

L1

P1 PURLINS(TYPICAL)

L1 LINTEL240 x 45 HYSPAN LVL

DS DOUBLE STUD2/90 x 45 HYSPAN LVL

P1 PURLINS(TYPICAL)

L1

L1

L1


CHECKED: SCALE:

DRAWN:DESIGN:

TITLE:

A1

AMENDMENTS.

DRAWING TITLE:

REV.

CLIENT:

DATE. INIT.

PRINTED : BY:

Ph: (03) 5721 8673 Fax: (03) 5721 8108


ISSUE STAMP:

REVISION



CONSTRUCTION

K.H.



20005


C1


AS INDICATED

S04

FRAMING PLAN

AutoCAD SHX Text

CODY SCHUTT

AutoCAD SHX Text

06/02/2020

COLU

MN

TIMBER BEAM

5xDMIN

TYPICAL TIMBER LINTEL / BEAM CONNECTION DETAIL (U.N.O)SCALE 1:10

TIMBER BEAM

PFC

6 SEAT PLATE + 6 CLEAT PLATE6CFW TO COLUMN.2M12 COACH BOLTS TO LINTEL

4xD MIN

5xD MIN

4xD MIN

6 CLEAT PLATE, 6CFW TO COLUMN.2M12 COACH BOLTS TO LINTEL

5xDMIN

4xD MIN

5xD MIN

4xD MIN

UB

TIMBER PACKER AS / IF REQUIREDFIXED TO FLANGE TO PROVIDEPOSITIVE SEATING FOR TIMBER BEAM

TIMBER BEAM

5xDMIN

6 SEAT PLATE + 6 CLEAT PLATE6CFW TO COLUMN.2M12 COACH BOLTS TO LINTEL

4xD MIN

5xD MIN

4xD MIN

"D" = BOLT DIAMETER NOTE:PROVIDE WASHERS TO AS1720.1

TYPICAL BASE PLATE DETAILS (U.N.O.)SCALE 1:10

65 MIN.EDGE DISTANCE

100MIN

12 BASE PLATEON LEVELING GROUT2M16 CHEMSETS,EMBED 125 MIN.

COLU

MN N12 - 800 LONGAT COLUMNLOCATIONS, TYP.

65 MIN.

65 MIN.

65MIN. 65 MI

N.100MIN.

TYPICAL BEAM TO COLUMN CAP PLATE DETAIL (U.N.O)SCALE: N.T.S.

BEAM PROFILE(UB OR PFC)

BEAM PROFILE(PFC OR UB) BOLTS CAP PLATE

THICKNESSUP TO 380 PFC / 360 UB M16 8.8/S

M20 8.8/S1012

10 FULL DEPTH STIFFENER(BOTH SIDES TO UB) 6CFW TO BEAM

CAP PLATE AS NOTEDIN SCHEDULE, 6CFW

4 BOLTS AS NOTED IN SCHEDULE.(2 BOLTS FOR PFC BEAMS)

10 FULL DEPTH STIFFENER(BOTH SIDES) 6CFW TO BEAM

CAP PLATE AS NOTEDIN SCHEDULE, 6CFW

2 BOLTS AS NOTEDIN SCHEDULE.

END SUPPORTINTERNAL SUPPORT

COLU

MN

COLU

MN

BEAM PROFILE(UB)

10 FULL DEPTH STIFFENER6CFW TO BEAM

END SUPPORT

COLU

MN

BEAM PROFILE(PFC)

UP TO 610 UB

TYPICAL BEAM TO COLUMN CLEAT PLATE DETAIL (U.N.O)SCALE: NTS

COLU

MN

BOLTS AS NOTED IN SCHEDULE

10 CLEAT,6CFW BOTH SIDES


5 SEAL PLATE

BEAM PROFILE BOLTS

UP TO 200 PFC / 200 UB 2 M16 8.8/S

3 M20 8.8/S4 M20 8.8/S

2 M20 8.8/S

5 M20 8.8/S

UP TO 250 PFC / 250 UBUP TO 300 PFC / 360 UBUP TO 380 PFC / 410 UB

UP TO 460 UB

TRANSFER BEAM

MIN. COPE TO FLANGESAS REQUIRED

BOLTS AS NOTEDIN SCHEDULE

10 CLEAT, 6CFWBOTH SIDES

15 MAX100MIN

COLU

MN

300 MAXU.N.O. ON PLAN

10 WEB PLATE, 6CFW

BOLTS AS NOTEDIN SCHEDULE

TYPICAL WEB SIDE PLATE DETAIL (U.N.O)SCALE: N.T.S.

BEAM PROFILE BOLTS

UP TO 200 PFC / 200 UB 2 M16 8.8/S

3 M20 8.8/S4 M20 8.8/S

2 M20 8.8/S

5 M20 8.8/S6 M20 8.8/S



UP TO 250 PFC / 250 UBUP TO 300 PFC / 360 UBUP TO 380 PFC / 410 UB

UP TO 460 UBUP TO 530 UB

7 M20 8.8/SUP TO 610 UB

SUPPORTBEAM

TYPICAL RHS BEAM TO COLUMN CLEAT PLATE DETAIL (U.N.O)SCALE: NTS

COLU

MN

BOLTS AS NOTED IN SCHEDULE

10 CLEATS, 6CFW BOTH SIDES

BEAM PROFILE(RHS)

5 SEAL PLATE

BEAM PROFILE BOLTS

UP TO 150 RHS 2 M16 8.8/S

3 M20 8.8/S2 M20 8.8/SUP TO 200 RHS

UP TO 250 RHS

10 END PLATE, 6CFW ALL ROUND

DISTANCE"D"

SUPPORT PURLINBOLTS

<2020 TO 60

8 CLEAT PL12 CLEAT PL

75 x 5 EA

2M12 4.6/S2M12 4.6/S2M12 4.6/S60 TO 300

TYPICAL 'C' PURLIN CLEATDETAIL (U.N.O)

SCALE 1:10

"D"

TOP OF STEEL BEAM

NOTE: ALL ELEMENTS THAT ARE TO BE HUNG FROM PURLINSARE TO BE SUPPORTED OFF PURLIN WEB, NOT FLANGES


CHECKED: SCALE:

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TITLE:

A1

AMENDMENTS.

DRAWING TITLE:

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CLIENT:

DATE. INIT.

PRINTED : BY:

Ph: (03) 5721 8673 Fax: (03) 5721 8108


ISSUE STAMP:

REVISION



CONSTRUCTION

K.H.



20005


C1


AS INDICATED

S05

FRAMING DETAILS

AutoCAD SHX Text

CODY SCHUTT

AutoCAD SHX Text

06/02/2020

22

11

A

B

B

C

D

G

G

H

I J

K

L

M

N

EXISTING BUILDING

REFER: TYPICAL WALL BRACING DETAILS

N2 - WIND CLASSIFICATION

NOTE:FIGURES IN BRACKETS INDICATE LENGTH OFBRACE UNIT IN METERS. WHERE NO FIGUREIS PROVIDED USE FULL PORTION OF WALL.

WIND BRACING PLANSCALE 1:100

NOTE:BRACING SHOWN IS TO PROVIDE COMPLIANCE WITHAS1684. BUILDER TO PROVIDE ADDITIONAL BRACINGAS REQUIRED FOR STRAIGHTENING AND PLUMBINGOF INTERNAL AND EXTERNAL WALLS.

NOTE:WALL BRACING DETAILS HAVE BEEN PROVIDED FORSTANDARD TIMBER FRAMED CONSTRUCTION. WALLBRACING FOR LIGHT GAUGE STEEL CONSTRUCTIONTO BE AS PER MANUFACTURER'S SPECIFICATIONS

b(2.4) g

b(2.4)

g

g

g

gg

b(2.7)

b(2.7)

b

b

b(2.7)

b(2.7)

b(2.7)

b

b(2.7)

b

g

g

g

b

b(2.7)

b(2.7) b

(2.7)

b(2.7)

b

TYPE (g) BRACE DETAILSCALE: NTS

150MAX

150

MAX

300

MAX

MINIMUM PLYWOODTHICKNESS (mm)

STRESSGRADE

STUD SPACING(mm)

NO NOGGING (EXCEPTHORIZONTAL BUTT JOINTS)

ONE ROW OF NOGGING

150MAX

150MAX

FASTENERS:Ø2.8 x 30 GALVANISED FLAT HEADNAILS OR EQUIVALENTMAX SPACING:- 150 TOP & BOTTOM PLATES- 150 VERTICAL EDGES & NOGGINGS- 300 INTERMEDIATE STUDS

NOMINAL TIE DOWN TO FLOOR,REFER AS1684.2 TABLE 9.4

WHERE REQUIRED, ONE ROW OFNOGGINGS STAGGERED OR SINGLELINE AT HALF WALL HEIGHT.

1M10 DYNABOLT AT EACH END OF BRACING,55mm MIN. EDGE DISTANCE, EMBED MIN 35mm.OR 1-M10 COACH BOLT FOR TIMBER FRAMING,REFER AS 1684.2

SHEATHED PANELS SHALL BECONNECTED TO SUBFLOOR

HORIZONTAL BUTT JOINTS PERMITTED, PROVIDEDSHEETING FIXED TO NOGGINGS AT 150 MAX CTRS

F8F11F14F27

74.543

976

4.5

74.543

74.543

F8F11F14F27

450 600

TYPE (g)BRACING CAPACITY 3.4 kN/m (900 MIN. LONG)BRACING CAPACITY 1.7 kN/m (600 MIN - 900 LONG)

150MAX

NOTE:CAPACITIES FOR SHEET BRACING AS NOTED ARE BASED ONWALL FRAMING TIMBERS OF JOINT GROUP JD4 OR HIGHER(REFER AS1684.2, TABLE 9.15). IF FRAMING CONSISTS OFTIMBER WITH HEART-IN MATERIAL INCLUDED (JOINT GROUP JD5)INCREASE LENGTHS OF BRACING BY 20%

1800 MIN TO 2700 MAX

TYPE (b) BRACE DETAILSCALE: NTS

30 x 0.8mm (OR EQUIVALENT) TENSIONEDGALV. METAL STRAP FIXED TO STUDSWITH 1/30 x Ø 2.8 GALV. FLAT HEAD NAILAND TO PLATES WITH 3/30 x Ø 2.8 GALV.FLAT HEAD NAILS

TYPE (b) BRACEBRACING CAPACITY 1.5 kN/m

NOMINAL TIE DOWN TO FLOOR,REFER AS1684.2, TABLE 9.4


CHECKED: SCALE:

DRAWN:DESIGN:

TITLE:

A1

AMENDMENTS.

DRAWING TITLE:

REV.

CLIENT:

DATE. INIT.

PRINTED : BY:

Ph: (03) 5721 8673 Fax: (03) 5721 8108


ISSUE STAMP:

REVISION



CONSTRUCTION

K.H.



20005


C1


AS INDICATED

S06

WIND BRACING PLAN & DETAILS

AutoCAD SHX Text

CODY SCHUTT

AutoCAD SHX Text

06/02/2020

S06 - WIND BRACING PLAN & DETAILS

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