S04.01 Roof Marking Plan - Strathfield Council · plan. TRIMMER BARS IN SLAB: TOP REINFORCEMENT...

COPYRIGHT

All rights reserved.

These drawings, plans and specifications and the copyright are

the property of Engineering Studio and must not be used,

reproduced or copied wholly or in part without the written

permission of Engineering Studio.

SCALE:

JOB NUMBER:

DRAWN BY:

DWG NUMBER: ORIGINAL SIZE:

A2

DATE:DESIGNED BY:

NOTE: DO NOT SCALE OFF DRAWINGS. REFER TO

ARCHITECTURAL PLANS. VERIFY DIMENSIONS ON SITE

DESCRIPTIONDATEREV BY

13060

FOR NKT ARCHITECTURE

AT 21 BARKER ROAD, STRATHFIELD

PROPOSED RESIDENCE

10.02.14 PRELIMINARY ISSUEP1 H.L.

JANUARY 204T.I.

H.L.

05.03.14 ISSUED FOR C.CA H.L.

19.05.14 GENERALLY REVISEDB H.L.

03.07.14 GENERALLY REVISEDC H.L.

16.10.15 FENCE DETAILS ADDEDD F.I.

S00.01

GENERAL NOTES

N.T.S.

No of batches supplied:

1

2 to 5

6 to 10

11 to 30

For Each additional 10 batches

Compressive Strength.

Sample, test, and assess to AS 1379. All testing to be conducted by a NATA registered laboratory.

The minimum frequency of sampling of the concrete at each stage shall be in accordance with the following:

No. of samples taken:

1

2

3

4

1

Minimum clear concrete cover to reinforcement including ties and stirrups shall be as follows uno.

12 N 20 - 200

No of bars group

Nominal bar size in

mm

Bar grade and

type

Spacing in mm

Top

All Other Bars

N12

600

500

N16

800

650

N20

1000

800

N24

1200

950

N28

1440

1150

N32

1600

1300

* - Denotes horizontal bars with 300mm or more concrete cast below.

Laps in Fabric shall be U.N.O.

Do not lap over

slab supports.

Fabric cross rod to be located at cover distance from form edges.

Dotted lines thus indicate possible bending of

bars to suit concrete profile.

Development measured along bar.

All re-entrant corners at penetrations for sumps, pits, column blockouts and the like, to have N16 trimmer

bars place at 45 degrees to corner or in each direction at corners unless noted in a different arrangement on

plan.

TRIMMER BARS IN SLAB:

TOP REINFORCEMENT BOTTOM REINFORCEMENT

x

xx

x

1-N16 x 1200 LG

Placed on centre of

incoming joint

1-N16 x 1200 LG

Placed at 45° to

column face

OR

Trimmer bars to be tied to U/S of slab mesh.

Provide sub-floor drainage to hydraulic engineers details.

Prior to placement of slab, subgrade shall be compacted to a minimum of 98% standard compaction in

accordance with test 'E1.1' of AS 1289 for the top 300mm. Any soft spots shall be removed and replaced with

site won material to the engineers approval.

GENERAL

G1 These drawings shall be read in conjunction with all architectural and other consultants drawings and

specifications and with such other written instructions and sketches as may be issued during the course of

the Contract. Any discrepancies shall be referred to the Superintendent before proceeding with any related

works. Construction from these drawings, and their associated consultants drawings is not to commence until

approved by the Local Authorities.

All materials and workmanship shall be in accordance with the relevant and current Standards Australia

codes and with the By-Laws and Ordinances of the relevant building authorities except where varied by the

project specification.

All set out dimensions shall be obtained from Architect's and Engineer's details. All discrepancies shall be

referred to the Architect and Engineer for decision before proceeding with related work.

During construction the structure shall be maintained in a stable condition and no part shall be overstressed.

Temporary bracing shall be provided by the builder/subcontractor to keep the works and excavations stable

at all times.

Unless noted otherwise levels are in metres and dimensions are in millimetres.

The structural components detailed on these drawings have been designed in accordance with the relevant

Standards Australia codes and Local Government Ordinances for the following loadings. Refer to the

Architectural drawings for proposed floor usage. Refer to drawings for live loads and superimposed dead

loads.

Any substitution of materials shall be approved by the Engineer and included in any tender.

During Construction a minimum of one (1) floor shall remain fully backpropped at all times. At no time shall

concrete be poured unless the floor below is fully backpropped.

G2

G3

G4

G5

G6

G7

G8

FOUNDATION

Footings to be constructed and backfilled as soon as possible following excavation to avoid softening or

drying out by exposure. Refer to drawings for backfill requirements.

Do not backfill retaining walls (other than cantilever walls) until floor construction at top and bottom is

completed. Ensure free draining backfill and drainage is in place.

Do not exceed a rise of 1 in a run of 2 for the line of slope between adjacent footings or excavations.

Footings shall be located centrally under walls/columns unless noted otherwise.

Refer to Geotechnical Report prepared by:

Refer to the notes on the foundation drawing for minimum allowable bearing capacity. The foundation

material shall be approved by the Geotechnical Engineer for this bearing capacity before placing membrane,

reinforcement or concrete.

F1

F2

F3

F4

F5

F6

REINFORCED CONCRETE

Minimum concrete quality noted on relevant drawings. All the requirements of the ACSE Concrete

Specification Document 1 (latest edition) shall apply to the formwork, reinforcement and concrete unless

noted otherwise.

Readymix concrete supply shall comply with AS 1379.

All workmanship and materials shall be in accordance with AS 3600 current edition with amendments,

except where varied by the contract documents.

RC1

RC2

RC3

A sample shall consist of four cylinders, two of which shall be tested at 28 days, one at 7 days and one at 4

days. If the contractor requires early strength results, additional cylinders shall be taken in the sample as

required and at the cost of the contractor.

Other quality parameters

Sample: Test and assess to AS 1379 Section 5.

Slump: Test not less than one sample for each batch before placing concrete from that batch in the work.

Take the samples at the point of discharge on site.

Drying Shrinkage: The maximum total drying shrinkage limit for the concrete shall be an average of 0.070%

at 56 days and no single result shall exceed 0.075%. Measurement shall be in accordance with AS1012 Part

13 and be conducted by a NATA registered laboratory.

Rejection: Remove the concrete from the site.

No admixtures shall be used in concrete unless approved in writing.

Depth of beams are given first and include slab thicknesses. Slabs and beams shall be cast together

unless noted otherwise.

Construction support propping is to be left in place where needed to avoid overstressing the structure due to

construction loading. No brickwork or partition walls are to be constructed on suspended levels until all

propping is removed and the slab has absorbed its dead load deflection..

Curing of all concrete is to be achieved by keeping surfaces continuously wet for a period of 3 days, and

prevention of loss of moisture for a total of 7 days followed by a gradual drying out. Approved sprayed on

curing compounds that comply with AS 3799 may be used where floor finishes will not be affected. (refer

Manufacturers Specification). Polythene sheeting or wet hession may be used to retain moisture where

protected from wind and traffic.

Slabs and beams shall be constructed to bear only on the beams, columns, walls etc. shown on the

drawings. All other building elements shall be kept 12mm minimum clear from soffits of structure.

The finished concrete shall be a dense homogeneous mass, completely filling the formwork thoroughly

embedding the reinforcement and free of stone pockets. All concrete including slabs on ground and footings

shall be compacted with mechanical vibrators.

Provide upward camber to formwork of reinforced concrete cantilevers of L/200 where L is the projection

beyond column or wall face, and to formwork of slabs where noted on plans. Maintain slab and beam depths

as shown. Provide 0mm precumber to post tensioned slabs U.N.O. on plans.

Conduits and pipes when cast in slabs or walls are to be placed between the reinforcement layers. Where

there is only one layer of reinforcement, provide 50mm cover to conduit minimum.

Construction joints shall be located to the satisfaction of the Project Engineer. The Builder shall allow for all

necessary construction joints.

Concrete shall be kept free of supporting masonry with a pre-greased galvanised steel slip joint, vertical

faces shall be separated by 10mm Jointex (or equal).

No holes, chases or embedments other than those shown on the drawings shall be made in concrete

elements without the Project Engineers approval.

Concrete sizes do not include thicknesses of applied finishes.

RC4

RC5

RC6

RC7

RC8

RC9

RC10

RC11

RC12

RC13

RC14

RC15

REINFORCEMENT

R1

Laps in reinforcement shall be U.N.O.

The figures following the symbol "F" is the reference no. for fabric to AS 1304.

Reinforcement Notation.

T - Denotes top reinforcement.

B - Denotes bottom reinforcement.

NF - Denotes near face.

FF - Denotes far face.

EF - Denotes each face.

R2

Reinforcement Symbols:

S - Denotes Grade 230 S Hot Rolled Deformed Bars to AS 1302

Y - Denotes Grade 410 Y Bars to AS 1302 Grade Y

N - Denotes Grade 500 N Bars to AS 1302

R - Denotes Grade 230 R Hot Rolled Plain Bars to AS 1302

F - Denotes Grade 450 F Hard-Drawn Wire Reinforcing Fabric to AS 1304

W - Denotes Grade 450 W Hard-Drawn Plain Wire to AS 1303

Reinforcement is shown diagrammatically and is not necessarily in true projection. Splices to reinforcement

shall be made only at the locations shown, or otherwise approved by the Project Engineer.

The Engineer shall be given 24 hours notice for reinforcement inspection.

All reinforcement shall be firmly supported on mild steel plastic tipped chairs, plastic chairs or concrete chairs

at not more than 1 metre centre both ways. Bars shall be tied at alternate intersections. In exposure

conditions greater than B1 use only plastic chairs.

R3

R4

R5

R6

Typical reinforcement lapping at steps. Refer to note R6 for development past intersection measured along

bar.

Reinforcement crossing penetrations shall be displaced as necessary, no reinf't shall be cut without the prior

written approval of the Project Engineer.

Distribution reinforcement and tying steel shall be N12-400 minimum for conventional slabs, or N12-500

minimum for post tensioned slabs where necessary unless noted otherwise on plan. Lap with main bars

400mm U.N.O.

Joggles to bars shall be 1 bar diameter over a length of 12 bar diameters.

Welding of reinforcement shall not be permitted unless shown on the structural drawings or approved by the

Project Engineer.

Site bending of deformed reinforcing bars shall be done without heating using mechanical bending tools.

Slab reinforcement shall extend minimum 65mm onto masonry support walls and minimum 50 percent of

bottom reinforcement to be cogged, to achieve anchorage at simply supported ends. Terminate all top bars

with standard cogs at form edges.

R7

R8

R9

R10

R11

R12

R13

MASONRY

All cavity construction to have 316 grade stainless steel wall ties installed as per Clause 3.4 in AS 3700.

Refer project specification and local authorities requirements. Refer note G2.

Do not construct masonry walls on suspended concrete slabs until slab has been stripped and de-propped.

Backfill to retaining walls to be free draining granular material unless noted otherwise. Provide subsoil drain

to weep holes.

Provide vertical control joints at 10m. max. centres, and 5m max. from corners in all masonry walls, unless

noted otherwise.

All masonry walls and piers supporting slabs and beams shall have a pre-greased galvanised steel slip joint

between concrete soffit and the top of the masonry element unless noted otherwise.

No cavity or core shall be filled to a height greater than 1200mm without suitable shoring.

All walls shall be tied or bonded at their intersections.

All ties and reinforcement shall have a minimum clear cover of 50mm to external face of masonry.

Hollow blockwork openings greater than 600mm vertically or horizontally shall be trimmed at the sides and

bottom by filling one core and reinforce with 1N12 extending 600mm past opening. The top of the opening

shall have a reinforced lintel beam, arch bar or steel angle support as required.

Fully bed face shells and cross webs in hollow block walls.

Horizontal joint reinforcement shall be provided at max. 600 vertical spacing for all concrete blockwork,

concrete brickwork, and calcium silicate brickwork.

Grout used to fill cavities and cores in reinforced masonry shall have a min. 28 day compressive strength of

32 MPa and a slump of 225mm (+/-25mm) Maximum aggregate size of 10mm rounded gravel. Nominal

proportions shall be 1 : 0.3 : 3 : 2 of cement, lime, sand, aggregate and with a minimum cement content of

300 kg/cm. Provide clean out holes at base of pilasters and every core of reinforced walls.

Mortar shall be full bed and unless noted otherwise, the nominal proportions by volume shall be as follows:

Mortar admixtures shall not be used without the written approval of the Superintendent.

No chases or recesses are permitted in load bearing masonry without the approval of the Structural

Engineer.

Non loadbearing walls shall be separated from concrete above by 12mm thick close cell polyethelene strips.

All masonry supporting or supported by concrete floors shall be provided with vertical joints to match any

control joints in the concrete.

All blockwork walls shall be constructed in Grade 16 blocks (15 MPa) according to AS/NZ 4455. All bricks

shall have a minimum compressive strength of 30 MPa according to AS/NZ 4455. The maximum unrestrained

five year expansion of bricks shall be in accordance with NATA Test B01.

All workmanship and materials shall be in accordance with AS 3700.M1

M2

M3

M4

M5

M6

M7

M8

M9

M10

M11

M12

M13

M14

M15

M16

M17

M18

M19

STRUCTURAL STEEL

SLABS ON GRADE

SOG1

SS1

Provide seal plates to the plates to the ends of all hollow sections, with "breather' holes if members to be hot

dip galvanised.

Unless noted otherwise camber shall be provided to all roof beams, trusses, portals etc. At 5mm per 2000mmof span. No member shall be erected with negative camber.

The builder shall provide all cleats and drill all holes necessary for fixing steel to steel and timber and other

elements to steel whether or not detailed in the drawings.

Steelwork not to be concrete encased shall be given one shop coat of an approved primer unless noted

otherwise. Faces of friction grip connections shall not be painted. Refer to architectural specifications for

coatings schedule.

All steelwork below ground shall be encased by 75mm of concrete, steel wrapped with FGW41 placed 25mmclear of steel. Provide 50mm minimum encasing.

Steelwork intending to be concrete encased shall be unpainted. Encasing concrete to be grade N25

providing cover adequate to suit fire rating or exposure conditions. Concrete encasement shall be centrally

reinforced with 5mm wire to AS 1303 or 6mm structural grade bars to AS 1302 at 150mm pitch.

Where connection forces (in Kilonewtons) are shown on the drawings, connections shall be provided to

transmit these forces. Connections shall provide for a minimum force of 25 kN.

Fabrication shall comply with AS 4100 - Section 14, Erection shall comply with AS 4100 - Section 15. /TB

and /TF bolts to be installed in accordance with AS 4100 - Section 15, using either the part-turn method or

the direct-tension indicator method.

Unless noted otherwise all fillet welds shall be 6mm continuous category SP using E41XX electrodes. All butt

welds shall be complete penetration butt welds SP to AS 1554.1. All gusset plates shall be 12 mm thick, all

bolts shall be M20 8.8/S in 22mm diameter holes, minimum 2 bolts to each connection. All washers and bolts

shall be galvanised.

The bolting procedure is designated as follows: 4.6/S Commercial bolts of grade 4.6 to AS 1111 - snug

tightened 8.8/S High strength bolts of grade 8.8 to AS 1252 - snug tightened 8.8/TB High strength bolts of

grade 8.8 to AS 1252 fully tensioned to AS 4100 as a bearing type joint 8.8/TF High strength bolts of grade

8.8 to AS 1252 fully tensioned to AS 4100 as a friction type joint with facing surfaces left uncoated.

Three (3) copies or 1 transparency of workshop drawings shall be submitted to the Engineer for review at

least 7 days prior to commencement of fabrication. Fabrication shall not commence without Engineers

approval of workshop drawings. All dimensions and setouts to be obtained from the Architects drawings

where not indicated on the Structural drawings.

Unless noted otherwise, all steel shall be in accordance with AS 3678 Grade 250 or AS 3679 Grade 300, or

AS 1163 Grade 350 as appropriate.

All workmanship and materials shall be in accordance with AS 4100 except where varied by the contract

documents.

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

SS10

SS11

SS12

SS13

Surface finishes for all structural steelwork to be in accordance with the Architectural specification.

The fabrication and erection of the structural steel work shall be supervised by a qualified engineer,

experienced in such supervision, to ensure that all requirements of the design are met.

All galvanising of structural steelwork to AS 1650. The continuous average zinc coating mass to be 600 g/m2

(550 g/m2 minimum)

Unless noted otherwise all material to be: Grade 250-Hot Rolled Plates, Flats, Angles (100 x 100 or 125 x 75

and smaller) Grade 300-All WB's and WC's Grade 300 Plus-All UB's, UC's, PFC's and larger angles. Grade

350-All RHS's, and CHS's

Minimum one washer shall be used under the nut in all situations. If tightening is carried out at the head, and

additional washer is to be used under the head. For slotted holes use hardened washer under the nut and

bolt head.

All bolts shall be of such length that at least one full thread is exposed beyond the nut after the nut has been

tightened.

All steelwork shall be securely temporarily braced by the erector as necessary to stabilise the structure

during erection. Design of all temporary bracing is the responsibility of the erector. Specific design details are

to be forwarded onto the project engineer upon request.

SS14

SS15

SS16

SS17

SS18

SS19

SS20

FORMWORK

The contractor shall develop a written construction procedure for the placing of concrete in tall members.

This may require the provision of inspection and pouring openings in formwork, or construction joints at

locations approved by the architect. The construction procedure shall be submitted to the engineer for

acceptance with respect to compliance with the design intent.FW14All slabs, beams, columns, walls etc have

been designed for their final design loads when acting as a part of a total structure. Propping and temporary

supports that may be required to maintain the temporary structural adequacy during construction shall be the

responsibility of the contractor.

Provide independent third party certification of adequacy of all formwork prior to pouring any concrete.

Certification shall be by a suitably qualified structural engineer registered on the National Professional

Engineers register.

Formwork and scaffolding shall be extended beyond tendon anchorage point to provide space for stressing

operations where required. Safety hoarding for stressing shall be provided as necessary.

Refer to Architects drawings for test panel details. Reinforcement for test panels shall be similar to that in the

permanent structure being represented.

Design information concerning the foundation formwork shall be determined from the conditions existing on

site at the time of construction. Also refer Geotechnical Report where available for further details.

Do not place permanent loads, including masonry walls and the like, on the concrete structure until after the

formwork and backpropping has been removed. Refer to note RC15.

Concrete formed surfaces shall have finishes in accordance with AS 3610, as specified by the Project

Architect.

The formwork shall be designed to accommodate movements and load redistribution due to post tensioning.

The formwork shall not be designed to rely on restraint or support from the permanent structure without prior

approval from the Project Structural Engineer.

Stripping of formwork and backpropping details shall be in accordance with AS 3600 clause 17.6 , and shall

be carried out by a suitably qualified and experienced person. Refer to the project engineer for any specific

requirements which may be specified. Refer to note G6.

During construction, support propping will be required where loads from stacked materials, formwork and

other supported slabs induce loads in a slab or beam which exceed the design load for strength or

serviceability at that age. Once the nominated 28 day strength has been attained, these loads shall not

exceed the design superimposed loads set out in the general notes.

Formwork design, construction tolerances and stripping times shall comply with AS 3610 and AS 3600

unless otherwise approved by the Project Structural Engineer.

The design certification, construction and performance of the formwork and false work shall be the

responsibility of the builder/subcontractor, unless specific design requirements are shown on the engineering

drawing.

FW1

FW2

FW3

FW4

FW5

FW6

FW7

FW8

FW9

FW10

FW11

FW12

FW13

P1

FOUNDATION PILING

STRUCTURAL TIMBER


T1

Surface finishes for all structural timber shall be in accordance with the Architectural specification.

At the practical completion of the contract, and again at the end of the maintenance period and if necessary

during that period, the contractor shall re-tighten all bolts to approval. Bolts that will be inaccessible after

completion of the project, shall be re-tightened, immediately prior to being built in.

Timber dimensions on the finished width and thickness to be: Seasoned Softwood +5mm, -0mm Unseasoned

Softwood >F7 +3mm, -3mm ≤F7 +2mm, -4mm Seasoned Hardwood +2mm, -0mm Unseasoned Hardwood

+3mm, -3mm (see also clause 1.6.2 in AS 2082)

All timber joints and notches are to be 100mm minimum away from loose knots, severe sloping grain, gum

veins or other minor defects.

Specialised timber fasteners such as Gang-Nail plates, Trip-L-Grip etc. shall be of proven type and shall

have had working loads determined in accordance with the procedure specified in AS 1849.

Shank and thread of bolts shall be thoroughly coated with a heavy waterproof grease before inserting into

the timber.

All bolts in timber construction to be minimum M16 unless noted otherwise. Bolt holes to be drilled exact

size. Washers under heads and nuts to be at least 2.5 times the bolt diameter. Edge distances for fasteners

in timber (from ends and sides) shall be in accordance with AS 1720.

Timber trusses to be precambered an amount equal to dead load deflection. Three (3) copies of shop

drawings are to be submitted to the engineer for approval clearly showing the design loads on the roof and

ceiling and truss node point loads and precamber. Drawings shall be submitted minimum 14 days prior to

commencement of fabrication. Fabrication shall not commence unless permission to do so has been given.

Design of trusses shall only be done by a qualified Structural Engineer experienced in timber design.

External timber to be either Hardwood durability as per AS1702.2 or impregnated pine Grade F7, pressure

treated to AS 1604 and re-dried prior to use. Supplementary treatment shall be applied to all cut surfaces.

Supply supporting documentation for preservative treatment. AS1702.2

Softwood to be minimum Grade F7, Hardwood to be minimum grade F14 unless noted otherwise.

All timber used shall have been stress graded by visual or mechanical means in accordance with the

appropriate Australian Standards.

AS 1684 shall be applied to domestic construction.

All timber design, construction and material to be to AS 1720.1 and AS 1720.2 unless noted otherwise.

T2

T3

T4

T5

T6

T8

T7

T9

T10

T11

T12

T13

Min 1 wire

Spacing plus 25mm

Refer note R6

Refer note R6

Refer to Geotechnical Report prepared by:

Any additional investigation required by the contractor shall be at the contractor's expense.

P2 Class 4 rock shall be as defined in the Geotechnical report. The Class 4 rock levels for determining pile toe

levels shall be agreed in writing with the engaged Geotechnical engineer prior to commencement of drilling.

P3 The tender is to be based on conditions as found on site. Changes in conditions, or obstructions will not form

a basis for a variation.

P4 All piles are to be installed by the contractor to AS2159-1995 piling design and installations code and any

other relevant codes.

P5 Piles shall be placed to a plan tolerance of 50mm maximum at any point along their length, and a gap

between piles along their length of 10mm. If any piles are installed out of tolerance the contractor shall be

responsible and liable for the design and installation costs of additional piles or rectifying elements or the

complete removal and replacement of the piles as instructed by the superintendent.

P6 Contractor shall provide for all surveying requirements to construct piling. This includes, but is not limited to

setting out piles, before and during drilling and for the provision of as-built survey.

P7 At the completion of piling, the contractor shall provide an as-built survey and certification that all piles are

within specified tolerances.

P8 The contractor is to make themselves familiar with the site and to assess the likely issues associated with

noise, vibration, groundwater, trafficability and any other issues which may require risk assessment.

P9 All piles are to be cut down to level such that they protrude 75mm into the base of capping beams and

reinforcement protrudes in capping beams as shown on details. The piling contractor shall progressively

remove and dispose of any soil if any from the work areas. This includes grout/concrete spillage if any. The

piling contractor shall allow for the supply of all equipment such as trucks and loaders and any approvals for

disposal as required.

P10 A construction program will be provided with the tender documentation to the contractor. The contractor is to

provide a critique of the program with the tender submission.

P11 Testing as required for certification of the Australian Standards shall be provided by the contractor.

Pile grout testing - Test grout in accordance with AS2159 clause 7.5.6.2 and note RC3. Min 28 day strength

F'c = 40MPa - Test 10% of piles in accordance with AS2159 clause 8.5. Location of test piles to

be confirmed by structural engineer.

P12 Refer to architectural drawings for all reduced levels.

P13 Place reinforcement in piles in accordance with AS3600 and notes R1 to R14.

M3

M4 1

0

1

0

0

0

1

1

0.5

0.25

1

1

5

4.5

2.25

4

Exposure

Classification

Portland

Cement (GP)

Blended

Cement (GB)

Building Lime

Sand

M3 - Denotes areas with moderate exposure greater than 1km from surf coastal areas

M4 - Denotes areas with extreme exposure with 1km from a surf coast or an industry where chemical

pollutants are produced.

Refer to AS3700 for further detail

Exposure

Classification

Minimum Cover (mm)

A1

A2

B1

B2

C

Concrete Strength (f'c)

20 MPa 25 MPa 32 MPa 40 MPa > 50 MPa

20

(50)

-

-

-

20

30

(60)

-

-

20

25

40

(65)

-

20

20

30

45

(70)

20

20

25

35

50

Site soil classification : Assumed Class H

(refer note below)

Site wind classification : N2 (W33)

Earthquake design category: H1

Construction type: Articulated Masonry Veneer

(Masonry shall be articulated in accordance with technical note 61

from the cement and concrete association of australia)

Roof framing: As noted on plan

Note: The superintendent shall have the site soil classification

confirmed (by inspection of test pier hole

1500 min deep or to auger refusal, whichever is less) by the

engineer prior to commencing construction.

Where the clay extends for 1500 or more the superintendent shall

have the site classification confirmed by a suitably qualified

geotechnical engineer prior to commencing construction.

DESIGN CRITERIA

PROPOSED RESIDENCE

Geotech Name: N/A

Report No: N/A

Report Date: N/A

Geotech Name: N/A

Report No: N/A

Report Date: N/A

1:100

BASEMENT RAFT SLAB LAYOUT PLAN

BEB1 + CW1

BEB1 + CW1

BE

B1

+

C

W1

BE

B1

+

C

W1

BIB

1B

IB

1

BIB1 BIB1

DENOTES OUTLINE OF

GROUND SLAB OVER

RW1

DENOTES

TEMPORARY

BATTER

TEMPORARY SHORING SUBJECT

TO SITE INVESTIGATION OR

GEOTECH ENGINEER ADVICE

CW1 200 THICK N16-200 32REFER TO PLAN

WALL No. THICKNESS

HORIZONTAL WALL

LENGTH

VERTICAL

REINFORCEMENT

HORIZONTAL

REINFORCEMENT

CONC. STRENGTH

F'c

N16-400

RITEK XL WALL SYSTEM SCHEDULE

CORE FILLED

COMMENTS

NOTE:

ALL RITEK XL WALLS ARE TO BE INSTALLED IN ACCORDANCE WITH RITEK XL WALL

SYSTEMS INSTALLATION MANUAL & MANUFACTURERS SPECIFICATIONS

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S01.01

BASEMENT SLAB LAYOUT PLAN

1:100, 1:20 U.N.O.

100 THICK SLAB REINFORCED WITH SL82 MESH TOP

CONTINUOUS THROUGHOUT INCLUDING ANY EXTRAS AS

NOTED ON PLAN OR IN DETAILS.

2-N12 (75 SPACING 1200 LONG) TRIMMERS TOP SHALL BE

LOCATED 50 FROM ALL RE-ENTRANT CORNERS, TYPICAL.

SITE PREPARATION SHALL BE CARRIED OUT IN ACCORDANCE

WITH THE GENERAL NOTES & CURRENT EDITION OF AS2870 -

RESIDENTIAL SLABS & FOOTING CODE.

REFER TO GENERAL NOTES FOR CONCRETE COVERS

RAFT SLAB NOTES

FOUNDATION NOTE

REFER TO GENERAL NOTES FOR REINFORCEMENT COVER

25

STRENGTH

f'c

MAX SIZE

AGG. mm

CEMENT

TYPE

ADMIXTURE

RAFT SLAB GP -20

ELEMENT

CONCRETE QUALITY

80

SLUMP

mm

THE FOOTINGS SHALL BE FOUNDED ON STIFF CLAY

MATERIAL WITH A MINIMUM SAFE BEARING CAPACITY

OF 150 kPa.

IF SLAB IS FOUNDED PARTLY ON STIFF CLAY, THEN BORED

PIERS SHALL BE USED IN ACCORDANCE WITH THE

FOLLOWING:

o FOUNDED OFF STIFF CLAY THAT IS UNIFORM & STABLE

THROUGHOUT.

o MINIMUM SAFE END BEARING OF 250 kPa. GEOTECH TO

VERIFY ON SITE.

o LOCATED AT CORNERS & INTERSECTION POINTS OF

BEAMS.

o LOCATED UNDER STEEL OR BRICK COLUMNS OVER

o MAXIMUM 1800 SPACING FOR EDGE BEAMS OR STRIP

FOOTINGS.

o MAXIMUM 2000 SPACING FOR INTERNAL BEAMS.

o WHERE ROCK IS ENCOUNTERED, ALL PIER TO BE

FOUNDED OFF ROCK THAT IS UNIFORM & STABLE WITH

A MINIMUM OF 700 kPa BEARING CAPACITY.

REFER TO GENERAL NOTES FOR DESIGN CRITERIA

CONCRETE :

INTERIOR SURFACES : A1

EXTERIOR SURFACES : B1

MASONRY :

MASONRY DURABILITY REQUIREMENTS : M2

BORED PIER NOTE

DESIGN CRITERIA

EXPOSURE CLASSIFICATION

30

50

0

400

4-L11TM BOT.

R6-600 TIES

1N12 BARS TOP EXTRA

LAP 600 MIN. AS REQUIRED

DAMP PROOF

MEMBRANE ON

50 MIN SAND BED

TOP MESH

STARTER BARS TO MATCH

VERTICAL REINFORCEMENT

MIN. (ØBAR x 40) LAP

FREE

DRAINAGE

BACKFILL

10

0

80 x 100 FLO-PIPE SURROUNDED BY

FREE DRAINING GRAVEL. DRAIN TO BE

CONNECTED TO STORMWATER

55

TYPICAL EDGE BEAM 'BEB1' DETAIL

1:20

50

0

300

TYPICAL INTERNAL BEAM 'BIB1' DETAIL

3-L11TM BOT.

R6-600 TIES

DAMP PROOF MEMBRANE

ON 50 MIN SAND BED

2N12 BARS TOP EXTRA

LAP 600 MIN. AS REQUIREDTOP MESH

1:20

MIN.

150

20

0

G.L.

55 COVER

90

0

2300

700

TYPICAL RETAINING WALL 'RW1' DETAIL

COMPACTED GRANULAR

BACKFILL TYPICAL

1:20

SL82 MESH TOP

TYPICAL

80 x 100 FLO-PIPE SURROUNDED BY

FREE DRAINING GRAVEL. DRAIN TO

BE CONNECTED TO STORMWATER

MAXIMUM 5kPa

SURCHARGE

N16-400

N16-200 VERTICAL

N16-400 HORIZONTAL

N16-200 STARTER BARS


Y

29

0 B

LO

CK

X

19

0 B

LO

CK

MA

X. 2

80

0

FOOTING CONCRETE

STRENGTH f'c = 32 MPa

CLAY SEAL

BUILDER TO TEMPORARILY PROP

RETAINING WALL UNTIL GROUND

SLAB IS POURED & CURED

ATLANTIS DRAINAGE CELL

TANKING - REFER

TO BLOCKWORK

TYPICAL DETAILS


CW

200 THICK RITEK COREFILLED

WALL TO MANUFACTURERS

SPECIFICATION

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S01.02

BASEMENT DETAILS SHEET

1:20 U.N.O.

1:100

GROUND SLAB LAYOUT PLAN

150

100

100200

200

30

0

FO

LD

EB4

EB1 EB1EB2

EB

2

EB2

EB

1

EB1 EB1 EB1

EB

1

EB4

EB3

EB

1

EB3

EB6

EB

2

EB

2

EB1EB1

EB4

EB

5

SF1

SF

1

IB

2

IB2

IB

3

IB

3

IB

3

1

S02.04

1

SIM.

3

SIM.

HOBHOB

3

S02.04

2

S02.04

C

7

(

o

)

C

2

(

o

)

C

4

(

o

)

C

4

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

LOCAL THICKENING

TYPICAL

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

7

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

C

1

(

o

)

P

O

O

L

B

Y

O

T

H

E

R

S

NOTE:

BORED PIERS WITHIN 1.8m RADIUS OF POOL

TO BE FOUNDED MIN. 400mm BELOW ZONE

OF INFLUENCE OF POOL. REFER TO BORED

PIER NOTES FOR MIN. BEARING CAPACITY.

EB

4

SF1

4

S02.04

R

B

P

1

R

B

P

1

MW1

MW1MW1

MW1 190 BLOCK N16-400 CORE FILLEDREFER TO PLAN

NOTE:

REFER TO MASONRY WALL DETAILS ON THIS DWG.

WALL No. THICKNESS

HORIZONTAL WALL

LENGTH

VERTICAL

REINFORCEMENT

HORIZONTAL

REINFORCEMENT

COMMENTS

N12-400

MASONRY WALL SCHEDULE

4 x C6

C

5

(

o

)

C

5

(

o

)

PROVIDE LOCAL THICKENING

TO ACCOMMODATE BASE

PLATE. REFER TO DETAIL.

TYPICAL.

C

1

(

o

)

CORNER BAR TO MATCH

HORIZONTAL REINFORCEMENT.

EACH LEG 1000 LONG.

TYPICAL REINFORCED

MASONRY CORNER DETAIL

1:20

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S02.01

GROUND SLAB LAYOUT PLAN

1:100, 1:20 U.N.O.

DENOTES LOCATION OF 300 DEEP PODS.

POD SIZE: 1090 x 1090 (CUT PODS AS REQUIRED)


CONTINUOUS THROUGHOUT INCLUDING ANY EXTRAS

AS NOTED ON PLAN OR IN DETAILS.



OF 150 kPa.

BORED PIERS SHALL BE USED IN ACCORDANCE WITH

THE FOLLOWING:

o SET OUT AS PER THE ADJACENT PLAN.

o FOUNDED OFF VERY STIFF CLAY THAT IS UNIFORM

& STABLE THROUGHOUT.

o CONC. PIERS TO BE FOUNDED TO A MINIMUM OF

250 kPa BEARING CAPACITY. GEOTECH TO VERIFY

ON SITE.


FOUNDED OFF ROCK THAT IS UNIFORM & STABLE

WITH A MINIMUM OF 700 kPa BEARING CAPACITY


CONCRETE :



MASONRY :


WAFFLE SLAB NOTES

FOUNDATION NOTE

BORED PIER NOTE

DESIGN CRITERIA


LEGEND

DENOTES Ø400 CONC. PIERS. REFER

TO BORED PIER NOTES ON THIS DWG &

TO BORED PIER DETAIL ON DWG S01.02.

DENOTES 2-N12 (75 SPACING 1200 LONG)

TRIMMERS TOP LOCATED 50 FROM ALL

RE-ENTRANT CORNERS, TYPICAL


25

STRENGTH

f'c

MAX SIZE

AGG. mm

CEMENT

TYPE

ADMIXTURE

WAFFLE SLAB GP -20

ELEMENT

CONCRETE QUALITY

80

SLUMP

mm

POD LAYOUT STARTING POINT

DENOTES BRICK WALL OVER

DENOTES STUD FRAMED WALL OVER

20CONC. PIERS GP -20 80

SITE PREPARATION SHALL BE CARRIED OUT IN

ACCORDANCE WITH THE GENERAL NOTES &

CURRENT EDITION OF AS2870 - RESIDENTIAL SLABS &

FOOTING CODE.

REFER TO GENERAL NOTES FOR CONCRETE COVERS




CONTINUOUS THROUGHOUT INCLUDING ANY EXTRAS

AS NOTED ON PLAN OR IN DETAILS.




& BOT. CONTINUOUS THROUGHOUT INCLUDING ANY

EXTRAS AS NOTED ON PLAN OR IN DETAILS.

DENOTES LOAD BEARING MASONRY WALL UNDER

DENOTES SLAB PENETRATION

XX

???DENOTES MINIMUM SLAB THICKNESS, UNO

DENOTES SLAB STEP DEPTH

32SUSPENDED GP -20 80

DENOTES Ø400 REINFORCED CONC. PIERS.

REINFORCE WITH 3-N16 BARS (FULL LENGTH)

WITH R6-300 TIES. REFER TO BORED PIER

NOTES ON THIS DWG FOR MIN. BEARING

CAPACITY.

1:100

GROUND SLAB BOTTOM REINFORCEMENT LAYOUT PLAN

N1

2-2

00

N12-200

1:100

GROUND SLAB TOP REINFORCEMENT LAYOUT PLAN

N1

2-2

00

N12-200

MIN.

1000

MIN.

1000

4N16

x3000

4N

16

x3

00

0

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S02.02

GROUND SLAB REO PLANS

1:100 U.N.O.

4N20-200

SPACING OF BARS

SIZE OF BARS

NUMBER OF BARS

LAID

2nd & 3rd

LA

ID

1st &

4th

BAR DIA.

N12

N16

N20

N24

N28

N32

N36 800

700

600

500

400

300

200

A B

600

800

1000

1200

1400

1600

1800

TYPICAL REINFORCEMENT

BAR LAP AT STEPS

N20

N24

N28

N32

N36

390

340

295

245

N16

CO

G

STANDARD COG

SCHEDULE

BAR

440

COG (mm)

200

N24

N28

N32

N36

1280

1120

960

640N16

SLAB REINFORCEMENT

MIN. SPLICE SCHEDULE

BAR

1440

LAP (mm)

N20 800

480UP TO N12

A B

TOP OF

SLAB STEP

BOTTOM

SOFFIT STEP

AB

TOP OF SLAB STEP

BOTTOM OF SLAB STEP

R1.ALL SLABS TO BE REINFORCED AS NOTED ON PLAN U.N.O.

IN DETAILS.

REINFORCEMENT NOTES

R2.FOR REINFORCEMENT TO HOBS, STAIRS, ETC REFER TO

DETAILS AND STAIR SCHEDULE.

R3.REINFORCEMENT CROSSING PENETRATIONS IS TO BE

DISPLACED, NOT CUT.

R4.BAR TAG NOTATION:

PROVIDE SL82 MESH THROUGHOUT

AREA SHOWN THUS:

R6.

SLAB PENETRATION TRIMMER

2N16-1200 LONG (75 SPACING)

TRIMMERS BARS AT ALL RE-ENTRANT

CORNERS, TIED TO UNDERSIDE OF

TOP REINFORCEMENT.

SLAB RE-ENTRANT CORNER TRIMMER

SLAB CORNER TRIMMER

UP TO N12 200

TYPICAL SLAB TRIMMER DETAILS

ALL SLAB REINFORCEMENT TO BE LAID IN SEQUENCE

INDICATED BELOW:

R5.

SIDES

EXTERNALINTERNAL

BEAMS

BANDS

BTM

TOP

SLAB

30mm

45mm

30mm

45mm

30mm

45mm

30mm

BTM

TOP

SIDES

BTM

TOP

SIDES

30mm

45mm

45mm

45mm

30mm

45mm

30mm

REINFORCEMENT COVERS

30mm 45mm

30mm 45mm

1N16 L-BARS TOP IN CORNER

OF SLAB, 1000 LEGS.

PROVIDE 2N16 BARS TOP

EXTEND 600 MIN. PAST EACH

EDGE OF THE PENETRATION.

1.5 x "D"

17

0 M

AX

.

ST

EP

SLO

PE

TO

BE

LE

SS

TH

AN

1 IN

10

"D

"

80

0 M

AX

.

ST

EP

300 LAP MIN

TYPICAL STRIP FOOTING STEP DETAIL

75

45

0

400

4L12TM TOP & BTM

R6-600 TIES

1:20

STRIP FOOTING 'SF1' DETAIL

1:20

RE

FE

R

TO

A

RC

H.

(M

AX

. 1

72

)

BORED PIER TO BE

FOUNDED ON MATERIAL

TO ENGINEER'S APPROVAL

AS PER

SLAB PLAN

BORED PIER:

MASS CONCRETE PIERS TYPICAL UNLESS

THROUGH FILL GREATER THAN 1000mm DEEP.

CLASS P SITES THEN REINFORCE WITH 3-N16

BARS (FULL LENGTH) WITH R6-300 TIES.

TYPICAL EDGE BEAM - 'EB1' INTERNAL BEAM - 'IB1'

300

150

110 300

150

STIFFENING RIB EDGE BEAM - 'EB3'

300

AS

P

ER

SL

AB

P

LA

N

300

15

0

MIN

.

(4

00

MA

X.)

300

INTERNAL BEAM - 'IB2' EDGE BEAM - 'EB2'

75

M

AX

.

ST

EP

WET AREA - STEP DETAIL

OPTIONAL

450

MIN.

AS

P

ER

SL

AB

P

LA

N

AS

P

ER

SL

AB

P

LA

N

AS

P

ER

SL

AB

P

LA

N

AS

P

ER

SL

AB

P

LA

N

TOP MESH

TOP MESH

TOP MESH

AS

P

ER

SL

AB

P

LA

N

1N12 BAR TOP EXTRA

FOR PIERED SLABS


1N12

DAMP-PROOF

MEMBRANE

3N12 (OR EQUIV.)

DAMP-PROOF

MEMBRANE

3N12 (OR EQUIV.)

TOP MESH

1N12 BAR TOP EXTRA

FOR PIERED SLABS


3N12 (OR EQUIV.)

TOP MESH

3N12 (OR EQUIV.)

TOP MESH

1N12 BAR TOP EXTRA

FOR PIERED SLABS


GARAGE DOOR REBATE

280 WIDE x 15mm DEEP

(OPTIONAL)

WALL BEYOND

DAMP-PROOF

MEMBRANE

3N12 (OR EQUIV.)

1N12 BAR TOP EXTRA

FOR PIERED SLABS


TOP MESH

1N12

DAMP-PROOF

MEMBRANE

DAMP-PROOF

MEMBRANE

DRIVEWAY TO THE

DETAIL OF OTHERS

DAMP-PROOF

MEMBRANE

DAMP-PROOF

MEMBRANE

600 LAP

500 LAP

50

0 L

AP

N12 BARS TO

FULLY OVERLAP

1-N12 BOTTOM EXTRA

FOR NON-PIERED SLABS

PIPE PENETRATION

THROUGH RIB

500 MIN. LAPEXTRA 1N12 TOP &

BOTTOM EXTRA

10

0

MIN

500 MIN. LAP

N12 BARS TO

FULLY OVERLAP

WAFFLE POD LAP DETAILS

WAFFLE POD DETAILS AT PENETRATION

AS

P

ER

SL

AB

P

LA

N

2N12 BARS TOP EXTRA

FOR PIERED SLABS


BORED PIER DETAIL

N12 AT RIB

LOCATIONS

1200 LONG

1:20 1:20 1:20 1:20 1:20

1:20

G.L.

1:20

1:20

1:201:20

STEM WIDTH

BEAM WIDTH STEM WIDTH

300 TO 399

110 TO 199

200 TO 299

400 TO 499 3

2

1

0

ADDITIONAL STEEL FOR

EDGE & INTERNAL BEAMS

STEM WIDTH OR

BEAM WIDTH

4

3

2

1

TOP STEEL

(No. N12 BARS)

BTM STEEL

(No. N12 BARS)

500 TO 599 4 5

10

0 M

IN

.

60

0 M

IN

.

60

0 M

IN

.

20

0

MIN

.

100 kPa NATURAL

FOUNDATION

MATERIAL

CONTROLLED

FILL TYPICAL

NOTE:

- FOR ALL SLAB & EDGE BEAM DETAILS

REFER TO TYPICAL DETAILS

- FOR BORED PIER REFER TO BORED

PIER DETAIL

ADDITIONAL PIERS AS

DIRECTED BY ENGINEER AT

TIME OF CONSTRUCTION OR

DEEPEN EDGE BEAM

SERVICES

TRENCH

60

0 M

IN

.

TYPICAL BEAM FOUNDATION DETAILS

1:20

EDGE & INTERNAL BEAMS

1:20

ADDITIONAL STEEL FOR

1N12 TOP AT PIERED

LOCATIONS ONLY

1N12 TOP AT PIERED

LOCATIONS ONLY

1N12 TOP AT PIERED

LOCATIONS ONLY

1N12 BAR TOP EXTRA


1N12 TOP AT PIERED

LOCATIONS ONLY

1N12 BAR TOP EXTRA


1N12 BAR TOP EXTRA


BORED PIER

BORED PIER

BORED PIER

RE

FE

R

TO

A

RC

H.

(M

AX

. 1

72

)

TYPICAL EDGE BEAM - 'EB4'

300

150

110

150

STIFFENING RIB

300

15

0

MIN

.

(4

00

MA

X.)

300

INTERNAL BEAM - 'IB3' EDGE BEAM - 'EB5'

AS

P

ER

SL

AB

P

LA

N

AS

P

ER

SL

AB

P

LA

N

TOP & BOT. MESH

TOP & BOT.

MESH

AS

P

ER

SL

AB

P

LA

N

1N12 BAR TOP EXTRA

FOR PIERED SLABS


1N12

DAMP-PROOF

MEMBRANE

3N12 (OR EQUIV.)

TOP & BOT.

MESH

1N12 BAR TOP EXTRA

FOR PIERED SLABS


3N12 (OR EQUIV.)

DAMP-PROOF

MEMBRANE

3N12 (OR EQUIV.)

1N12 BAR TOP EXTRA

FOR PIERED SLABS


TOP & BOT.

MESH

DAMP-PROOF

MEMBRANE

DAMP-PROOF

MEMBRANE

600 LAP

N12 AT RIB

LOCATIONS

1200 LONG

1:20 1:20 1:20 1:20

G.L.

1N12 TOP AT PIERED

LOCATIONS ONLY

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S02.03

GROUND DETAILS SHEET 1

1:20 U.N.O.

300

TOP & BOT.

MESH

3N12 (OR EQUIV.)

DAMP-PROOF

MEMBRANE

2N12 TOP

FREE

DRAINAGE

BACKFILL

L-BARS TO MATCH

VERTICAL REO


55

1:20

SECTION

1

S02.01

1:20

SECTION

2

S02.01

TANKING - REFER

TO BLOCKWORK

TYPICAL DETAILS

FREE

DRAINAGE

BACKFILL

L-BARS TO MATCH

VERTICAL REO


55

1:20

SECTION

3

S02.01

CLAY SEAL

30

RE

BA

TE


TANKING - REFER

TO BLOCKWORK

TYPICAL DETAILS


TANKING - REFER

TO BLOCKWORK

TYPICAL DETAILS

FREE

DRAINAGE

BACKFILL

55

1:20

SECTION

4

S02.01

CLAY SEAL


GLAZING

BY OTHERS

10

30

350

1:20

TYPICAL REINFORCED BRICK PIER 'RBP1' DETAIL

3N20 FOR FULL HEIGHT

OF BRICK PIER

R10-300 TIES

GROUT FILL CORE

STARTER BAR TO

MATCH VERTICAL BAR


PLAN

4/ HILTI HVU CHEMICAL CAPSULE

WITH HAS-E M16 ROD (ZINC PLATED).

STANDARD 125mm EMBEDMENT

PROVIDE RECESS IN SLAB AS

REQUIRED TO SUIT BASE PLATE

THEN INFILL WITH NON-SHRINK

GROUT AFTER INSTALLATION

Cx

22

0

12mm THICK BASE PLATE

6 CFW/480/SP TO COLUMN

1:20

TYPICAL COLUMN 'C2, C4 & C7' BASE DETAIL

BASE PLATE PLAN VIEW

MIN.

140

220

290

29

0

LOCALLY THICKENING AROUND

COLUMN TO ACCOMMODATE

BASE PLATE DETAIL

MIN.

150


ORIENTATE BASE PLATE

TO SUIT WALL LOCATION

30

50



TYPICAL COLUMN 'C1, C5 & C7' BASE DETAIL

2/ HILTI HVU M12 CHEMICAL CAPSULE



1:20

22

0




220

290

29

0

PROVIDE RECESS IN SLAB AS

REQUIRED TO SUIT BASE PLATE

THEN INFILL WITH NON-SHRINK

GROUT AFTER INSTALLATION

4/ HILTI HVU CHEMICAL CAPSULE



MIN.

150

LOCALLY THICKENING AROUND

COLUMN TO ACCOMMODATE

BASE PLATE DETAIL

Cx

Cx

CW

1

CW

1

RW

1

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S02.04

GROUND DETAILS SHEET 2

1:20 U.N.O.

1:100

GROUND WALL BRACING PLAN

WB1

MARK SIZE

STRAP BRACING - REFER TO DETAIL 'A' ON THIS DWG

DESCRIPTION

WALL BRACING

STRUCTURAL MEMBER SCHEDULE

WB2 PLY BRACING - REFER TO DETAIL 'B' ON THIS DWGWALL BRACING

WB2

WB

2

WB

2W

B2

WB2

WB2

WB2 WB2

WB

2

WB2 WB2

WB2

WB

2

WB2

WB

2

WB2 WB2

WB

2

WB

1W

B1

WB

1

WB

1

WB1

WB1

WB2

WB2

WB2 WB2

WB

1

WB

1W

B1

WB1 WB1

WB

2W

B2

NAIL SPACING - EDGE

PANEL LENGTH

NAIL SPACING - INTERMEDIATE

VERTICAL EDGES TO BE

SUPPORTED BY STUDS

HORIZONTAL JOINTS IN SHEETS TO OCCUR

OVER NOGGING AND NAILED AS PER TOP

AND BOTTOM PLATE

1.8m (MIN) TO 2.7M (MAX)

TENSION STRAPS TO BE PAIRED

AND OPPOSING

30° (MIN) TO

60° (MAX)

GALVANISED METAL STRAP 30 x 0.8mm LOOPED

OVER PLATE AND FIXED WITH FOUR GALVANISED

FLAT HEAD NAILS 30 x Ø2.8mm EACH END

PRODUCT

AUSTRALIAN

STANDARD

TYPE/

GRADE

MINIMUM THICKNESS (mm)FOR STUD SPACING (mm)

PANEL

LENGTH

(mm)

NAIL

SIZE

(mm)

NAIL SPACING (mm)

EDGE INTERMEDIATE

SPECIAL REQUIREMENTS

450 600

F8

F11

F14

F27

AS 2269PLYWOOD

7

6

4

4

9

7

6

4.5

900

2.8 x 30

(GALVANISED)

50 TO PLATES

150 TO EDGE

STUDS

300

NO NOGGING REQUIRED EXCEPT

AT SHEET ENDS. NAILS SHALL BE

7mm FROM ALL EDGES

HARDBOARD

(MASONITE)

AS 2458

GP 6.4 6.4 900

2.8 x 25

(GALVANISED)

50 300

NAILS TO BE 10mm FROM VERTICAL

EDGES AND 20mm FROM HORIZONTAL

EDGES. NO NOGGING REQUIRED

EXCEPT AT SHEET ENDS

NOTE: PANEL LENGTHS GREATER THAN THOSE LISTED ABOVE CAN BE CONSIDERED AS A NUMBER OF BRACING UNITS DIRECTLY PROPORTIONED

TO THEIR INSTALLED LENGTH, I.E. A 1200mm PANEL OF PLYWOOD EQUALS

1200

900

= 1.33 TYPE B BRACING UNITS.

TYPE OF

DIAGONAL

BRACE

MATERIAL & SIZE

NAILING REQUIREMENTS


EACH STUD EACH PLATE

GALVANISED

FLAT METAL

TENSION STRAP

NOMINAL SIZE

30 x 0.8mm AND

MINIMUM

SECTION 24mm

TENSION

STRAP

2-30 x Ø3.15mmGALVANISEDFLAT HEAD NAILS

4-30 x Ø3.15mmGALVANISED FLAT

HEAD NAILS

STRAPS MUST BE PROPERLY TENSIONED

AND MUST RETURN OVER TOP PLATE AND

UNDER BOTTOM PLATE.

THE STUD NEAREST TO EACH END OF EACH

DIAGONAL STRAP SHALL BE FIXED TO THE

PLATES WITH STRAPS OR FRAMING

ANCHORS 4-30 x Ø2.8mm NAILS EACH END

1:20

WALL BRACING 'DETAIL B'

1:20

WALL BRACING 'DETAIL A'

HILTI HIT-RE500 CHEMICAL INJECTION WITH

M10 GRADE4.6 GALV. THREADED ROD.

EMBED 160mm. INSTALL AS PER

MANUFACTURERS RECOMMENDATIONS. MIN

DISTANCE FROM SLAB EDGE TO BE 45mm.

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S02.11

GROUND WALL BRACING PLAN

1:100 U.N.O.

TIMBER FRAMING NOTES

ALL DESIGN, WORKMANSHIP & MATERIALS SHALL BE IN

ACCORDANCE WITH NATIONAL TIMBER FRAMING CODE

AS1684 CURRENT EDITION WITH AMENDMENTS, EXCEPT

WHERE VARIED BY THE CONTRACT DOCUMENTS.

TIMBER SIZES, CONNECTIONS AND BRACING WALL SHALL

BE TO FRAME MANUFACTURER'S DETAILS &

SPECIFICATIONS & SHALL BE IN ACCORDANCE WITH

AS1684. TIMBER FRAMING OUTSIDE THE SCOPE OF

AS1684 SHALL BE REFERED TO THE SUPERINTENDENT

FOR A DECISION BEFORE PROCEEDING.

ROOF BRACING & ANCHOR DETAILS WHERE NOT SHOWN

ON DRAWINGS SHALL BE IN ACCORDANCE WITH AS1684.

TF3.

TF2.

TF1.

1:100

FENCE FOOTING LAYOUT PLAN

M

W

1

+

S

F

1

M

W

1

+

S

F

1

M

W

1

+

P

F

1

ADJOINING WALLS

ARE TO BE 200mm

WIDE. TYPICAL.

LOCAL THICKENING AT

BRICK PIER LOCATION.

REFER TO SECTION 1.

1

-

BW1 190 BLOCK N12-400 CORE FILLEDREFER TO PLAN

NOTE:

REFER TO MASONRY WALL DETAILS ON THIS DWG.

WALL No. THICKNESS

HORIZONTAL WALL

LENGTH

VERTICAL

REINFORCEMENT

HORIZONTAL

REINFORCEMENT

COMMENTS

N12-400

MASONRY WALL SCHEDULE

M

P

1

M

P

1

M

P

1

M

P

1

M

P

1

M

P

1

M

P

1

M

P

1

M

P

1

1.5 x "D"

170 M

AX

.

ST

EP

SLO

PE

TO

BE

LE

SS

TH

AN

1 IN

10

"D

"

800 M

AX

.

ST

EP

300 LAP MIN

TYPICAL STRIP FOOTING STEP DETAIL

1:20

SF1

700

STARTER BAR TO MATCH



GROUT FILL CAVITY

4N12 BARS FOR FULL

HEIGHT OF PIER

MA

X. 1800 H

IG

H

X X

4N12 U-BARS

SECTION X-X

600 x 600

CORE-FILLED

BLOCKWORK PIER

75

450

400

4L12TM TOP & BOT.

R6-600 TIES

1000 H

IG

H

1:20

TYPICAL STRIP FOOTING 'SF1' DETAIL

BW

1

BW

1

BW

1

700 x 700

STARTER BAR TO MATCH



MASS

CONCRETE.

BW

1

BW

1

450

1:20

SECTION

1

-

1:20

TYPICAL PAD FOOTING 'PF1' DETAIL

N12-400 TIES

MASONARY PIER 'MP1' DETAIL

NOTE: ALL MASONRY WALLS REQUIRE

VERTICAL CONTROL JOINTS AT 8000 CTS

FOR FULL HEIGHT OF WALL BUILT UP IN

NORMAL MORTAR. RAKE JOINT AND THEN

APPLY SEALANTS AS SPECIFIED TO EACH

FACE OF BLOCKWORK

GROUT FILLED

CORES

GALVANISED R20-600

300 LONG GREASE

AND CAP ONE END

SEALANT AS SPECIFIED

CONTROL JOINT DETAIL

TREAT AS PER 'BLOCKWALL

CONTROL JOINT'

10

BLOCKWALL

"T" JUNCTION CONTROL JOINT (C.J.)

1:20

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S02.21

FENCE FOOTING LAYOUT PLAN

1:100, 1:20 U.N.O.



OF 150 kPa.

IF SLAB IS FOUNDED PARTLY ON STIFF CLAY, THEN

BORED PIERS SHALL BE USED IN ACCORDANCE WITH

THE FOLLOWING:

o FOUNDED OFF STIFF CLAY THAT IS UNIFORM &

STABLE THROUGHOUT.

o MINIMUM SAFE END BEARING OF 250 kPa.

GEOTECH TO VERIFY ON SITE.

o LOCATED AT CORNERS & INTERSECTION POINTS

OF BEAMS.

o LOCATED UNDER STEEL OR BRICK COLUMNS

OVER

o MAXIMUM 1800 SPACING FOR EDGE BEAMS OR

STRIP FOOTINGS.


FOUNDED OFF ROCK THAT IS UNIFORM & STABLE

WITH A MINIMUM OF 700 kPa BEARING CAPACITY.


CONCRETE :



MASONRY :


FOUNDATION NOTE

BORED PIER NOTE

DESIGN CRITERIA


LEGEND


20

STRENGTH

f'c

MAX SIZE

AGG. mm

CEMENT

TYPE

ADMIXTURE

CONC. FOOTINGS GP -20

ELEMENT

CONCRETE QUALITY

80

SLUMP

mm

DENOTES BRICK WALL OVER

DENOTES STUD FRAMED WALL OVER

1:100

FIRST FLOOR MARKING PLAN

C

3

(

o

)

C

2

C

7

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

7

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

4

(

u

)

GRADE C350SB1

TB BY OTHER'S

MARK SIZE COMMENTS

200 x 100 x 6.0 RHS

-TIMBER BEAM

DESCRIPTION

STEEL BEAM


GRADE C350SB2 200 x 100 x 6.0 RHSSTEEL BEAM

GRADE 300 PLUSSB3 180 PFC + 10 PL.STEEL BEAM

SB4 STEEL BEAM

SB5 STEEL BEAM

GRADE C350C1 89 x 89 x 3.5 SHSSTEEL COLUMN

TP1 90 x 90 F7 -TIMBER POST

GRADE 300 PLUSSB6 250 UC 72.9STEEL BEAM

GRADE 300 PLUSSB7 180 PFC + 10PL.STEEL BEAM

GRADE 300 PLUSSB8 250 UB 37.3STEEL BEAM

GRADE 300 PLUS180 PFC + 10PL.

GRADE 300 PLUS180 PFC

0 - 1800 100 x 100 x 6.0 GALINTEL ANGLE BAR

1801 - 3000 150 x 100 x 6.0 GALINTEL ANGLE BAR

2401 - 3000

SPAN LINTEL SIZE

150 x 90 x 16 UA

NON LOAD BEARING STEEL LINTEL SCHEDULE

0 - 900

901 - 1800 90 x 90 x 8.0 EA

75 x 75 x 6.0 EA

1801 - 2400 150 x 90 x 8.0 UA

1000 150

150

110

150

150

MIN. END

BEARING

MAX. HEIGHT

OF BRICKWORK

OVER LINTEL

1501000

3000

3000

3000

3000

NOTE: MINIMUM 3 COURSES OF BRICK OVER LINTEL

FJ

FJ

TB

TB

FJ

FJ

FJ

FJ

FJ

FJ

FJ

FJ

TB

FJ

FJ

TB

FJ

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

FJ

RF

RF

RF

FJ

RF

RF

RF

FJ

SB4 SB7 SB10

SB

1

SB3

SB

5

SB2

SB6

SB

9

SB8 SB11

SB

12

SB13

SB

14

(B

PF

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

C

1

(

u

)

SB15 SB16

SB17 SB18 SB19

SB

28

SB

20

SB

21

SB22

SB

26

RF

RF

SB23

TB

C

1

(

u

)

SB25

SB27SB24

C

1

(

u

)

GRADE 300 PLUSSB9 250 UC 72.9STEEL BEAM



SB12 STEEL BEAM

SB13 STEEL BEAM

GRADE 300 PLUSSB14 200 PFCSTEEL BEAM



GRADE 300 PLUS230 PFC + 10 PL.

GRADE 300 PLUS250 UC 72.9



GRADE 300 PLUSSB19 250 PFC + 10 PL.STEEL BEAM

SB20 STEEL BEAM

SB21 STEEL BEAM




GRADE 300 PLUS250 UC 72.9

GRADE 300 PLUS200 PFC + 10 PL.



GRADE 300 PLUSSB27 150 x 100 x 10 UASTEEL BEAM

GRADE G250SB28 200 x 200 x 9 GALINTEL T-BARSTEEL BEAM

C

5


LIGHTWEIGHT

BLADE WALL OVER

TO BUILDERS DETAIL

5

S03.02

1

S03.02

1

SIM.

4

S03.02

3

S03.02

2

S03.02

5

SIM.

6

S03.02

7

S03.02

8

S03.02

9

S03.02

12

S03.02

11

S03.02

10

S03.02

LIGHTWEIGHT

BLADE WALL OVER

TO BUILDERS DETAIL

13

S03.03

'C'

REFER TO BEAM

OVER BEAM DETAIL

REFER TO BEAM

OVER BEAM DETAIL


C

3

(

o

)

C

3

(

o

)

C

3

(

o

)

C

3

(

o

)

C

4

(

u

)

T

P

1

(

o

)

T

P

1

(

o

)

T

P

1

(

o

)

T

P

1

(

o

)

T

P

1

(

o

)

T

P

1

(

o

)

T

P

1

(

o

)

T

P

1

(

o

)

GRADE C350C4 150 x 100 x 6.0 RHSSTEEL COLUMN

C

5

BPF - DENOTES BRACED PORTAL FRAME

E1

S03.04

REFER TO 'SB3 - SB4, SB7

& SB8' TO BLOCKWALL

CONNECTION DETAIL

MW1

MW1

MW1MW1




4 x C6

R

B

P

1

R

B

P

1

10mm THICK END PLATE

6 CFW/480/SP TO BEAM

SECURE TO BLOCKWALL USING 2/ HILTI HVU

M16 CHEMICAL CAPSULE WITH HAS-E M16 ROD

(ZINC PLATED). STANDARD 125mm EMDEMENT.

'SB3 - SB5, SB7 & SB8' TO BLOCKWALL CONNECTION DETAIL

1:20

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S03.01

FIRST FLOOR MARKING PLAN

1:100 U.N.O.














TF3.

TF2.

TF1.

LEGEND

DENOTES LOAD BEARING WALLS UNDER

DENOTES BRICK WALLS OVER

DENOTES STUD FRAMED WALLS OVER

DENOTES PENETRATION

DENOTES FLOOR JOIST SPAN DIRECTION

DENOTES ROOF FRAMING SPAN DIRECTION (BY OTHERS)

DENOTES BEARING PLATE - REFER TO DETAILS

DENOTES 100 END BEARING




FJ

'BP' -

'A' -

'B' -

'C' -

'D' -

RF

ROOF FRAMING

BY OTHERS

S

B

8

FJ

1:20

SECTION

1

S03.01

S

B

7

PLATE STITCH WELDED TO

BEAM USING 6mm FILLET

WELD (WELD 150, MISS 150)

GLAZING BY

OTHERS

GLAZING BY

OTHERS

S

B

1

1:20

SECTION

2

S03.01

GLAZING BY

OTHERS

GLAZING BY

OTHERS

S

B

1

4

1:20

SECTION

3

S03.01

FJFJ

1:20

SECTION

4

S03.01

S

B

6

F

J

F

J

2

/

F

J

F

J

S

B

1

6

F

J

1:20

SECTION

5

S03.01




FJ

1:20

SECTION

6

S03.01

BLOCKING

DOOR HARDWARE

BY OTHERS

S

B

2

6

SECURE TIMBER WALING PLATE TO WALL

USING HILTI HIT-HY70 CHEMICAL INJECTION

WITH HIT-V M12 ROD (ZINC PLATED) USING

HIT SC COMPOSITE SLEEVE AT 690 CTS.

STANDARD 85mm EMBEDMENT.

FJ

1:20

SECTION

7

S03.01

LIGHTWEIGHT

BALUSTRADE

BY OTHERS

2

/

F

J

F

J

F

J

NON LOAD BEARING

LINTEL. REFER TO

SCHEDULE

TIMBER BEAM

TO DETAILS OF

OTHERS

1:20

SECTION

8

S03.01

ROOF FRAMING

BY OTHERS

S

B

2

4PLATE STITCH WELDED TO



FJ

S

B

2

5

BOX GUTTER

BY OTHERS

BLOCKING

1:20

SECTION

9

S03.01

ROOF FRAMING

BY OTHERS

S

B

2




S

B

2

5

BOX GUTTER

BY OTHERS

2

/

F

J

F

J

F

J

LIGHTWEIGHT

BALUSTRADE

BY OTHERS

S

B

2

2

DOOR HARDWARE

BY OTHERS

FJ

1:20

SECTION

10

S03.01

LIGHTWEIGHT

BALUSTRADE

BY OTHERS

S

B

2

0

F

J

F

J

S

B

2




END PLATE

ROOF FRAMING

BY OTHERS

S

B

1

9

1:20

SECTION

11

S03.01

2

/

F

J

F

J

S

B

1

8

FJ

ROOF FRAMING

BY OTHERS

1:20

SECTION

12

S03.01




SECURE USING

M12 AT 900 CTS

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S03.02

FIRST FLOOR DETAILS SHEET 1

1:20 U.N.O.

10

10mm THICK CAP PLATE


2M16 8.8/S BOLTS



2M16 8.8/S BOLTS

BEAMS TO BE LOCATED CENTRALLY OVER COLUMN TYPICAL

PFCUB

ST

EE

L C

OL

UM

N

TYPICAL COLUMN 'C1 & C7' CAP DETAILS

1:20

ST

EE

L C

OL

UM

N



4M16 8.8/S BOLTS

UB

ST

EE

L C

OL

UM

N

UB

NOTE:

SIMILAR DETAIL FOR PFC

TO PFC. 2M16 8.8/S BOLTS

EACH SIDE OF POST

ALTERNATIVELY SITE WELD USING 6 CFW/480/SP ALL ROUND

2

/

F

J

F

J

S

B

1

2

F

J

1:20

SECTION

13

S03.01






4M16 8.8/S BOLTS

ST

EE

L C

OL

UM

N

UB

NOTE:

SIMILAR DETAIL FOR PFC

TO PFC. 2M16 8.8/S BOLTS

EACH SIDE OF POST

10mm THICK STIFFENER PLATE

EACH SIDE OF WEB



EACH SIDE OF WEB



EACH SIDE OF WEB




'SB5' TO 'SB6' CONNECTION DETAIL

(CONNECTION CAPACITY 55 kN ULTIMATE)



2M16 8.8/S BOLTS


SB5

S

B

6

1:20

'SB8/ SB11' TO 'SB9' CONNECTION DETAIL




3M16 8.8/S BOLTS


SB8

S

B

9

1:20

SB11



3M20 8.8/S BOLTS



3M20 8.8/S BOLTS

S

B

9

'SB6/ SB13' TO 'SB9' CONNECTION DETAIL



1:20

SB6



3M16 8.8/S BOLTS

SB25




1:20

S

B

2

6



3M20 8.8/S BOLTS

SB20




1:20

S

B

2

5

'SB23 & SB24' TO 'C1' CONNECTION DETAIL

10mm THICK CLEAT PLATE

SLOTTED THROUGH


2M16 8.8/S BOLTS

1:20

3M16 8.8/S BOLTS

SB24 SB23

C1



3M16 8.8/S BOLTS

SB22

S

B

2

0


1:20



3M16 8.8/S BOLTS

SB19

S

B

2

0

'SB18 & SB19' TO 'SB20' CONNECTION DETAIL

1:20



3M20 8.8/S BOLTS

SB18


1:20

SB28

S

B

1

9



2M16 8.8/S BOLTS



3M20 8.8/S BOLTS

SB13

'SB21' TO 'C1' CONNECTION DETAIL


SLOTTED THROUGH


2M16 8.8/S BOLTS

1:20

SB21C1


6 CFW/480/SP TO END PLATE

2M16 8.8/S BOLTS



SB1



S

B

3




1:20



2M16 8.8/S BOLTS



SB1

80 WIDE x 10mm THICK

CLEAT PLATE



6 CFW/480/SP TO CLEAT PLATE

C2




1:20



2M16 8.8/S BOLTS



SB2


SLOTTED THROUGH


C2




1:20

10

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S03.03


1:20 U.N.O.

SB14

R

B

1

S

B

3

S

B

4

C4

C4

C3

SB5 (BEYOND)

S

B

2

R

1

RF

R

B

5

1:50

ELEVATION

E1

S03.01

B

-

A

-

300 x 100 x 16 BEARING PLATE

6 CFW/480/SP ALL ROUND

ON 20 MORTAR BED. (FOR

ORIENTATION OF PLATE

REFER PLAN).

STEEL BEAM

REFER TO

SCHEDULE

TYPICAL BEARING PLATE DETAIL

1:20

5 B

RIC

K

CO

UR

SE

M

IN

.

ROOF FRAMING

BY OTHERS

SB

NOTE:

GALINTEL T-BAR DESIGNED BASED ON UNIFORMLY

DISTRIBUTED LOADING TO T-BAR. IF POINT LOADS ARE

TO BE APPLIED, THE ENGINEER IS TO BE INFORMED

PRIOR TO LOADING.

1:20

TYPICAL GALINTEL T-BAR DETAIL

ROOF FRAMING

BY OTHERS

1:20

TYPICAL LINTEL DETAIL

NON LOAD BEARING

LINTEL. REFER TO

SCHEDULE

TIMBER BEAM

TO DETAILS OF

OTHERS

'A' = 110

'B' = 150

'C' = 200

'D' = 300

20 MORTAR

BED

1:20

BEAM END BEARING DETAIL

STEEL BEAM

1:20

BEAM OVER BEAM DETAIL

TO

S

UIT

CE

IL

IN

G

HE

IG

HT





2M16 8.8/S BOLTS

65 x 65 x 4.0 SHS STUB

SB

S

B

S

B

1:20

TYPICAL PFC LINTEL DETAIL




STEEL BEAM

REFER TO TYPICAL

COLUMN CAP DETAILS

MIN

.

D/3

250

ST

EE

L C

OL

UM

N

10mm THICK PLATE

6 CFW/480/SP TO

SIDE OF WEB

TRIM TOP FLANGE & WEB AS

REQUIRED TO SUIT ROOF STRUCTURE

WELD FLANGE PLATE TO MATCH BEAM

FLANGE THICKNESS

TRIMMED BEAM END DETAIL

1:20

D

6 CFW/480/SP

ALL ROUND

SB14SB14

500

6mm THICK CAP PLATE


F.P.B.W. 'V'-PREP OR SIMILAR TO

AS1554 TO ACHIEVE BUTT WELD.

2/ 20mm THICK END PLATES


4M20 8.8/TB BOLTS

A2

SIM.

DETAIL B

-

1:20

SB14 SB14

500

6mm THICK CAP PLATE


F.P.B.W. 'V'-PREP OR SIMILAR TO

AS1554 TO ACHIEVE BUTT WELD.

2/ 20mm THICK END PLATES


4M20 8.8/TB BOLTS

A2

-

DETAIL A

-

1:20

A1

-



2M16 8.8/S BOLTS




SLOTTED THROUGH


3M16 8.8/S BOLTS

1:20

SECTION

A1

-

SB2

SB6

S

B

2

S

B

1

4

1:20

SECTION

A2

-


TYPICAL COLUMN 'C3' CAP DETAILS

1:20




4M16 8.8/S BOLTS

C3

UB/ UC


EACH SIDE OF WEB




2M20 8.8/S BOLTS

C3

PFC



COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S03.04


1:20 U.N.O.

1:100

FIRST FLOOR WALL BRACING PLAN

WB1

MARK SIZE

STRAP BRACING - REFER TO DETAIL 'A' ON THIS DWG

DESCRIPTION

WALL BRACING


WB2 PLY BRACING - REFER TO DETAIL 'B' ON THIS DWGWALL BRACING

WB

1

WB2

WB

1

WB

1

WB2

WB

1

WB

2

WB

2W

B2

WB2

WB2WB1WB2

WB

2

WB

1

WB

1

WB

2

WB

1

WB

1W

B1

WB

1W

B1

WB

1

WB1

WB1

WB

2

WB1

WB1WB2

WB

2

WB2

WB

2

NAIL SPACING - EDGE

PANEL LENGTH

NAIL SPACING - INTERMEDIATE

VERTICAL EDGES TO BE

SUPPORTED BY STUDS

HORIZONTAL JOINTS IN SHEETS TO OCCUR

OVER NOGGING AND NAILED AS PER TOP

AND BOTTOM PLATE

1.8m (MIN) TO 2.7M (MAX)

TENSION STRAPS TO BE PAIRED

AND OPPOSING

30° (MIN) TO

60° (MAX)

GALVANISED METAL STRAP 30 x 0.8mm LOOPED

OVER PLATE AND FIXED WITH FOUR GALVANISED

FLAT HEAD NAILS 30 x Ø2.8mm EACH END

PRODUCT

AUSTRALIAN

STANDARD

TYPE/

GRADE

MINIMUM THICKNESS (mm)FOR STUD SPACING (mm)

PANEL

LENGTH

(mm)

NAIL

SIZE

(mm)

NAIL SPACING (mm)

EDGE INTERMEDIATE


450 600

F8

F11

F14

F27

AS 2269PLYWOOD

7

6

4

4

9

7

6

4.5

900

2.8 x 30

(GALVANISED)

50 TO PLATES

150 TO EDGE

STUDS

300

NO NOGGING REQUIRED EXCEPT

AT SHEET ENDS. NAILS SHALL BE

7mm FROM ALL EDGES

HARDBOARD

(MASONITE)

AS 2458

GP 6.4 6.4 900

2.8 x 25

(GALVANISED)

50 300

NAILS TO BE 10mm FROM VERTICAL

EDGES AND 20mm FROM HORIZONTAL

EDGES. NO NOGGING REQUIRED

EXCEPT AT SHEET ENDS

NOTE: PANEL LENGTHS GREATER THAN THOSE LISTED ABOVE CAN BE CONSIDERED AS A NUMBER OF BRACING UNITS DIRECTLY PROPORTIONED

TO THEIR INSTALLED LENGTH, I.E. A 1200mm PANEL OF PLYWOOD EQUALS

1200

900

= 1.33 TYPE B BRACING UNITS.

TYPE OF

DIAGONAL

BRACE

MATERIAL & SIZE

NAILING REQUIREMENTS


EACH STUD EACH PLATE

GALVANISED

FLAT METAL

TENSION STRAP

NOMINAL SIZE

30 x 0.8mm AND

MINIMUM

SECTION 24mm

TENSION

STRAP

2-30 x Ø3.15mmGALVANISEDFLAT HEAD NAILS

4-30 x Ø3.15mmGALVANISED FLAT

HEAD NAILS

STRAPS MUST BE PROPERLY TENSIONED

AND MUST RETURN OVER TOP PLATE AND

UNDER BOTTOM PLATE.

THE STUD NEAREST TO EACH END OF EACH

DIAGONAL STRAP SHALL BE FIXED TO THE

PLATES WITH STRAPS OR FRAMING

ANCHORS 4-30 x Ø2.8mm NAILS EACH END

1:20

WALL BRACING 'DETAIL B'

1:20

WALL BRACING 'DETAIL A'

HILTI HIT-RE500 CHEMICAL INJECTION WITH

M10 GRADE4.6 GALV. THREADED ROD.

EMBED 160mm. INSTALL AS PER

MANUFACTURERS RECOMMENDATIONS. MIN

DISTANCE FROM SLAB EDGE TO BE 45mm.

COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S03.11

FIRST FLOOR WALL BRACING PLAN

1:100 U.N.O.














TF3.

TF2.

TF1.

1:100

ROOF MARKING PLAN

LAMINATED VENEERRB1

TB BY OTHER'S

MARK SIZE COMMENTS

300 x 45 HYSPAN LVL 13

-TIMBER BEAM

DESCRIPTION

STEEL BEAM


LAMINATED VENEERRB2 300 x 45 HYSPAN LVL 13STEEL BEAM


RB4 STEEL BEAM

RB5 STEEL BEAM

TP BY OTHER'S -TIMBER POST

LAMINATED VENEERRB6 2/ 300 x 45 HYSPAN LVL 13STEEL BEAM

GRADE 300 PLUSRB7 200 UB 18.2STEEL BEAM


LAMINATED VENEER300 x 45 HYSPAN LVL 13

GRADE 300 PLUS200 UB 18.2

RF

RF

RF

RF

RF

RF

RF

TB (u)RB6

R1

T

P

1

(

u

)

C

2

(

u

)

RB1 RB2

T

P

1

(

u

)

'

T

D

'

'

T

D

' RB3

T

P

1

(

u

)

T

P

1

(

u

)

RB

4

C

3

(

u

)

RB5

(CONTINUOUS)

C

5

(

u

)

T

P

1

(

u

)

T

P

1

(

u

)

C

3

(

u

)

'

T

D

'

'

T

D

'

RB7

TB TB TB TB TB

TB

TB

RB8

T

P

1

(

u

)

T

P

1

(

u

)

TB

TB

C

3

(

u

)

RB10

'

T

D

'

C

3

(

u

)

C

3

(

u

)

RB

9

SB

11

RB12

'

T

D

'

'

T

D

'

RB9 STEEL BEAM

RB10 STEEL BEAM



GRADE 300 PLUSRB13 200 UB 18.2STEEL BEAM

GRADE G250180 DEEP CAVI-T-BAR

LAMINATED VENEER300 x 45 HYSPAN LVL 13

ALT. 2/ 240 x 45 HYSPAN LVL 13




2/ 240 x 45 HYSPAN LVL 13

ALT. 180 UB 16.1




GRADE 300 PLUS

1

-

-R1 300 x 45 HYSPAN AT 600 CTSRAFTERS

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

R

F

1

-RF1 30 x 0.8 G.I. STRAPROOF BRACING

C

5

(

u

)

C

5

(

u

)

C

5

(

u

)

C

5

(

u

)

C

5

(

u

)






R

1

ROOF FRAMING

BY OTHERS

T

B

GLAZING

BY OTHERS

GLAZING BY OTHERS.

PROVIDE TIMPBER POST

BETWEEN GLAZING TO SUPPORT

TIMBER BEAMS (BY OTHERS)

T

B

REFER TO TYPICAL

EAVES OVERHANG

DETAIL

1:20

SECTION

1

-

TYPICAL EAVES OVERHANG DETAIL

R

B

BLOCKING TO

BUILDER'S DETAIL

GI MINI GRIP CONNECTORS

MIN 5 No Ø28 NAILS TO EACH FACE

32 x 1.2 BUILDER'S STRAP

6 x Ø3.15 NAILS EACH

SIDE

STRUCTURAL FASCIA

TYPICAL

500 500

1:20

R1 R1

30x1.0 HOOP IRON

STRAP

SECURE STRAP WITH 4 SUPER

TEC SERIES 500 FASTENERS, 12

GUAGE 5.43mm THREAD DIA.

SCREWS OR EQUIV.) PRE-DRILL

8mm DIA. HOLES AS REQUIRED.

SB/ TB

MIN

. 1

00

0

1:20

TIE DOWN 'TD' DETAIL



2M16 8.8/S BOLTS



2M16 8.8/S BOLTS


PFC/ T-BARUB

ST

EE

L C

OL

UM

N

TYPICAL COLUMN 'C2, C3, C5 & C6' CAP DETAILS

1:20

ST

EE

L C

OL

UM

N



EACH SIDE OF WEB




COPYRIGHT






SCALE:

JOB NUMBER:

DRAWN BY:


A2

DATE:DESIGNED BY:




13060



PROPOSED RESIDENCE


JANUARY 204T.I.

H.L.





S04.01

ROOF MARKING PLAN

1:100, 1:50 U.N.O.














TF3.

TF2.

TF1.

LEGEND

DENOTES LOAD BEARING WALLS UNDER

DENOTES OUTLINE OF NON LOAD BEARING WALLS

UNDER

DENOTES ROOF FRAMING SPAN DIRECTION (BY OTHERS)

RF

S04.01 Roof Marking Plan - Strathfield Council · plan. TRIMMER BARS IN SLAB: TOP REINFORCEMENT...

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Transcript of S04.01 Roof Marking Plan - Strathfield Council · plan. TRIMMER BARS IN SLAB: TOP REINFORCEMENT...