walling masonry - brikmakers · 2015. 12. 3. · single-leaf masonry design manual 2 1 introduction...

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Single-Leaf Masonry

Design Manual

Concrete Masonry Association of AustraliaQueensland Promotions Committee

Single-Leaf MasonryDesign Manual

Click on this heading to return to ‘Contents’

1

CONTENTSClick on subject to go to it

1 INTRODUCTION 21.1 General 2

1.2 Application of Designs 2

1.3 Material Properties 3

1.4 Earthquake Loading 3

1.5 Typical Details 3

2 SIMPLIFIED DESIGN OF EXTERNAL WALLS 5

3 TABULAR DESIGN OF EXTERNAL WALLS 11

4 BRACING DESIGN 174.1 Method 17

4.2 Racking Forces 17

4.3 Bracing Wall Location 20

4.4 Bracing Wall Capacities 21

5 CONNECTION DETAILS 235.1 Truss Tie Down 23

5.2 Fixing to Gable Ends 25

5.3 Timber Floor Fixing 25

6 BASEMENT WALLS 266.1 General 26

6.2 Drainage 26

6.3 Tanking 27

7 WATERPROOFING RECOMMENDATIONS FOR HOUSING 287.1 Joint Finishing 28

7.2 Weatherproofing Application 28

7.3 Window Installation 28

Disclaimer: The Concrete Masonry Association of Australia Limited is a non-profit organisation sponsored by the concretemasonry industry in Australia to provide information on the many uses of concrete masonry products. Since the informationprovided is intended for general guidance only and in no way replaces the service of professional consultants on particularprojects, no liability can be accepted by the Association for its use.

Industry Support. Most of the manufacturers of quality concrete masonry products in Australia are members of the ConcreteMasonry Association of Australia (CMAA). It is recommended that advice be obtained from local CMAA members to adapt orsupplement information contained in this Guide.

Remember, when working with cement and concrete/mortar or manufactured or prefabricated concrete products, ALWAYS followthe manufacturer's instructions and seek advice about working safely with the products from the manufacturer, your nearestWorkCover Authority or Worksafe Australia.

Prepared by: Ron Marshall Consulting Pty Ltd


2

1 Introduction

1.1 GeneralThis design manual has been prepared for theConcrete Masonry Association of Australia,Queensland Promotions Committee for use bybuilding designers. The information is intendedprimarily for single-leaf concrete masonry houses,but the tables are applicable to other buildings.

Designs for single-leaf buildings in this manual havebeen provided on two levels. The first level issimplified diagrams that are suitable for mosthouses or for initial designs. Where the house ismore complex or it is required to fine-tune thedesign, then the Tabular Design is provided.

1.2 Application of DesignsThe design details in this manual are applicable tobuildings complying with the following:■ The size of the building complies with the

geometric limitations given in Australian StandardAS 4055–1992 Wind loads for housing, exceptthe floor-to-ceiling height, may go to 3.0 m withthe appropriate increase in applied forces.

■ The footings are in accordance with LocalAuthority requirements with starter bars cast inand lapping with all vertical reinforcement in thewalls.

■ Grouted reinforced cores provide the bendingstrength to resist the wind pressure on theexternal walls by spanning vertically betweenfloors or a floor and a roof. Vertical wallreinforcement is anchored into bond beams.Figure 1.1 shows a typical layout of wallreinforcement

■ Wind loads on openings are transferred to theside of the opening or to a central frame ormullions in the opening. Where there is no centralframe or mullion, such as a roller door or similar,the effective “opening width” for wall design willbe the full opening size. Where there is centralframes or mullions, the “opening width” for walldesign is the width of the panel adjacent to theedge of the opening.

NOTE: Lintels are always designed to span thefull opening width.

■ Bond beams are provided at intermediate floorand roof levels. The floor and ceiling systems areconnected to the bond beams and act asdiaphragms to transfer the racking forceshorizontally to bracing walls. Cathedral ceilingswith a slope exceeding 35° and unlined ceilingsdo not act as a diaphragm unless wind bracing isprovided.

■ Uplift forces on the roof are resisted byconnecting the roof to bond beams and lintelswith connections designed to carry the upliftforces. The bond beams span between verticalreinforcement that transfers the uplift to thefoundations. A typical bond beam/lintel layout isshown in Figure 1.1.

■ The amount of load applied to the top of the wallis determined by the width of roof it supports.This width (called Dimension “A”) is determinedin accordance with Figure 1.2.

Pier betweenopenings

Bar at corners

Opening Window Opening

Reinforced cores atsides of all openings

Lintel reinforcement Bond beam reinforcement Lintel reinforcement

Vertical bars in groutedcores spaced along wall

One-course bond beamunder all windows

Figure 1.1 Typical Wall and Reinforcement Layout

'A1' 'A2' 'A3'

Load andtie-downpoint '1'



Figure 1.2 Determination of Dimension “A”


3

1.3 Material PropertiesThe design tables in this Manual are based onmaterials with the following properties:■ Characteristic Unconfined Compressive Strength

of concrete masonry units, f’uc = 15 MPa

■ Characteristic Compressive Strength of grout,f’c = 20 MPa

■ Yield Strength of reinforcement, f’sy = 500 MPa

■ Mortar Type, M3

1.4 Earthquake LoadingBuildings designed for wind loading N2 and greaterwill satisfy Earthquake Design Categories H1 andH2, applicable in Queensland.

1.5 Typical DetailsTypical details for various components are shown inFigures 1.3 to 1.7. Where an N16 bar is required inthe details, 2-N12 bars may be used as analternative.

Knock-outbond beamblock

1-N16 bar

60 tobar bottom

140or 190

TYPE 1 TYPE 2 TYPE 3

Standardblocks

Knock-outbond beamblocks

Minimum1-N12 bar

60 tobar bottom

260to barbottom

140or 190

Standardblocks

Minimum1-N12 bar

Knock-outblock

Knock-out block

Minimum1-N12 bar

60 tobar bottom

460to barbottom

140or 190

Standardblock

Standard blocks

Minimum1-N12 bar

Figure 1.3 Typical Details for Bond Beams Supporting a Roof

1-N12 bar

CONCRETE FLOOR TIMBER FLOOR

1-coursebond beam usingknock-out block Block saw-cut at floor soffit level

Wall vertical reinforcement from belowfloor level bent into top face of floor slab

Starter-bars at same sizeand location as wall verticalreinforcement, lapped 450 min.

Vertical wall reinforcement abovefloor level, lapped 450 min. withreinforcement from below

Wall verticalreinforcementabove floor level

1-N12 bar

1-coursebond beam usingknock-out block

Wall verticalreinforcementabove floor level

Bearer bolted to bond beam

Figure 1.4 Typical Details for Bond Beams Supporting a Floor

Knock-out block withinside face removed

L8 or N10 ties at600 centres

Floor slabreinforcement

Starter-bars at samesize and location as wallvertical reinforcement,lapped 450 min.

Starter-bars at samesize and location as wallvertical reinforcement,lapped 450 min. Starter-bars at same size

and location as wall verticalreinforcement, lapped 450 min.

Strip footing

Wall vertical reinforcement

L6 ties at 600 centres

Floor slab reinforcement

Strip footing

Wall vertical reinforcement Wall vertical reinforcement


Integral footing

Figure 1.5 Typical Details of Connections to Footings


4

TYPE A – SECTIONTYPE A – TYPICAL ELEVATION

TYPE C – SECTION

3/4 lintelblock*

* for 140-mm-thick walls, use 15.02block cut on site and turned on end

Cut out endand web

15.02 block

Knock-outblock

1-N12, N16 or N20 bar

Top reinforcementcarried beyond the support

Bottom reinforcementcarried beyond the support

1-N12, N16 or N20 bar

NOTE: For requiredbar size, see Tables3.5, 3.6 and 3.7



60 tobar bottom

215to barbottom 290

140*or 190

290

290

390

590Standardblock

60 tobar bottom

460to barbottom

140or 190

590

Lintel block

L8 fitments at 150 crswith N16 & N20 bars

L8 fitments at 150 crs for full width of openingwith N16 & N20 bars

1-N12, N16 or N20 bar

1-N12, N16 or N20 bar


1-N12, N16 or N20 bar

1-N12, N16 or N20 bar


TYPE B – SECTION

Lintel block

Knock-outblock

60 tobar bottom

260to barbottom 390

140or 190



TYPE B – TYPICAL ELEVATION



TYPE C – TYPICAL ELEVATION



Figure 1.6 Typical Details for Lintels Supporting a Roof

TYPE BB – TYPICAL SECTION TYPE CC – TYPICAL SECTION

Lintel block

Knock-outblock

Knock-outblock

1-N16 baror 1-N20 bar

60 tobar bottom

315to barbottom 390

140or 190

Standardblock



60 tobar bottom

515to barbottom

140or 190

590

Lintel block1-N16 baror 1-N20 bar

L8 fitmentsat 200 crs


NOTE: For requiredbar size, see Table 3.8

NOTE: For requiredbar size, see Table 3.8

Figure 1.7 Details of Lintels Supporting Timber Floors


5

2 Simplified Designof External Walls

External wall reinforcement may be detailed usingFigures 2.1 to 2.14 for the wind classification anddimensional limitations as noted on the drawingsand summarised in Table 2.1.

For earthquake classifications H1, H2 and H3, thedetails given for wind category N2 are suitable. Thelintel details are only suitable for standard roof trussloading. Where there is either floor loadings orgirder-truss loadings, use lintel design tables(Tables 3.8 and 3.9) in Chapter 3 of this manual.

Where the building geometry is other than shown,design should be in accordance with Chapter 3.

2400

NOTE: Drawing not to scale

1-N12 at corners

300

600 2400 400 2400 2400 maximum

300

1-N12 at edge of opening

1-N16

1-N16

1-N16L8 fitmentsat 150 crs


1-N16

1-N12at edgeof opening

1-N12 at edge ofall openings

2-N12 in400 x 150 pier

1-N12 at2000 crsin wall

1-N12

Table 2.1 Summary of Design Parameters

Leaf WallFigure thickness Wind height Pagenumber (mm) Classification (mm) number

2.1 140 N1, N2 & N3 2400 52.2 140 N1, N2 & N3 2500 52.3 140 N1, N2 & N3 2700 6

2.4 140 N4 & C1 2400 62.5 140 N4 & C1 2700 7

2.6 140 N5 & C2 2500 72.7 140 N5 & C2 2700 7

2.8 190 N1, N2 & N3 2400 82.9 190 N1, N2 & N3 2500 82.10 190 N1, N2 & N3 2700 9

2.11 190 N4 & C1 2400 92.12 190 N4 & C1 2700 10

2.13 190 N5 & C2 2500 102.14 190 N5 & C2 2700 10

Figure 2.1 Wall Reinforcement for 140-mm Leaf for Wind Classifications N1, N2 and N3 and2400-mm Wall Height

2500


1-N12 at corners

400

600 2400 400 2400 3000 maximum

400


1-N16

1-N16



1-N16




2-N12 in400 x 150 pier

1-N12



6

2700


1-N12 at corners

600

600 2400 400 2400 3000 maximum

600


1-N12 1-N16

1-N12

1-N12

1-N12

1-N12

1-N12

6001-N12

1-N12




DOUBLE GARAGE WITH PIER

2700


1-N12 at corners

600

600 5400 3000 maximum


1-N16 1-N16

1-N20

L8 fitments at 200 crs




DOUBLE GARAGE WITHOUT PIER

2-N12 in400 x 150 pier


2400


1-N12 at corners

300

600 2400 400 2400 2400 maximum

300

1-N12 (if near corner)

1-N16

1-N16

1-N16

1-N16



1-N16

2-N12 atopenings≤ 2.4 m

1-N12 for openings≤ 1.2 m, 2-N12 for> 1.2 m ≤ 2.4 m


2-N12 in400 x 150 pier

1-N12

Figure 2.4 Wall Reinforcement for 140-mm Leaf for Wind Classifications N4 and C1 and2400-mm Wall Height


7

6001-N12

1-N12

1-N12

1-N12

1-N12

2700


1-N12 at corners

600

600 5400 3000 maximum


1-N20

1-N20






2500


1-N12 at corners

400

600 2400 600 2400 2400 maximum

400


1-N16

1-N16

1-N16

1-N16



1-N16

2-N12 atedge ofopening


2-N12 at edges ofopenings

600 x 300 T-pier

2-N12 in face of pier

1-N16 in stem of pier 1-N12


2700


1-N12 at corners

600

600 2400 600 2400 2400 maximum

600


1-N12

1-N12

1-N12

1-N12

1-N12

1-N12




600 x 300 T-pier

2-N12 in face of pier

1-N16 in stem of pier 1-N12



8

2400


1-N12 at corners

300

600 2400 400 2400 2400 maximum

300


1-N16

1-N16



1-N16



2-N12 in400 x 200 pier


1-N12

Figure 2.8 Wall Reinforcement for 190-mm Leaf for Wind Categories N1, N2 and N3 and2400-mm Wall Height

2500


1-N12 at corners

400

600 2400 400 2400 3000 maximum

400


1-N12 1-N16

1-N12


1-N16

1-N12




2-N12 in400 x 200 pier

Figure 2.9 Wall Reinforcement for 190-mm Leaf for Wind Categories N1, N2 and N3 and2500-mm Wall Height


9

2700


1-N12 at corners

600

600 2400 400 2400 3000 maximum

600


1-N12

1-N12

1-N12

1-N12

1-N12

1-N12

6001-N12

1-N12


1-N12 at edgesof openings

1-N12 at edgesof openings


DOUBLE GARAGE WITH PIER

2700


1-N12 at corners

600

600 5400 3000 maximum


1-N16

1-N20




DOUBLE GARAGE WITHOUT PIER

2-N12 in400 x 200 pier


2400


1-N12 at corners

300

600 2400 400 2400 3000 maximum

300


1-N16

1-N16

1-N16

1-N16



1-N16

1-N12 atedge ofopening

1-N12 at edges ofopenings


2-N12 in400 x 200 pier

1-N12



10

6001-N12

1-N12

1-N12

1-N12

1-N12

2700


1-N12 at corners

600

600 5400 3000 maximum


1-N20

1-N20






2500


1-N12 at corners

400

600 2400 600 2400 2400 maximum

400


1-N16

1-N16

1-N16

1-N16



1-N16


2-N12 in600 x 200 pier



1-N12


2700


1-N12 at corners

600

600 2400 600 2400 2400 maximum

600


1-N12

1-N12

1-N12

1-N12

1-N12

1-N12




2-N12 in600 x 200 pier

1-N12



11

3 Tabular Design ofExternal Walls

The member sizes, reinforcement and generaldetailing can be determined from the Figures andTables referred to in the following steps:

DETAILING DESIGN COMMENTARYTable 3.1 Table 3.1 The amount of wall supported by a reinforced core is half the distance to the adjacent reinforced(page 12) (page 12) cores. The distance to the next rod can be determined by adding it to the distance from the previous

rod, then checking that the sum does not exceed the maximum allowable given in Table 3.1.Note the spacing between rods can be different.

DETAILING DESIGN COMMENTARYTable 3.2 Table 3.2 Where there is a pier between two openings, determine the size and reinforcement required in the(page 12) (page 12) pier by adding the opening widths together and referring to Table 3.2.

DETAILING DESIGN COMMENTARYTable 3.3 Table 3.3 The maximum opening size depends on the wind area and the reinforcement beside the opening.(page 13) (page 13) Use Table 3.3 to determine the reinforcement size and details.

DETAILING DESIGN COMMENTARYTable 3.4 Table 3.4 The maximum distance to the first rod from the side of an opening depends on the opening size and(page 13) (page 13) the reinforcement at the edge of the opening. Use Table 3.4 to determine to determine spacing.

DETAILING DESIGN COMMENTARY– – Place a vertical bar within 100 mm of all girder trusses.

DETAILING DESIGN COMMENTARYFigure 1.6 Table 3.5 For standard trusses, the maximum amount of roof that can be carried is given in Table 3.5 (metal(page 4) (page 14) roofs} and Table 3.6 (tile roofs). Where possible, girder trusses landing on a lintel should be

Table 3.6 avoided, even over small openings, and not permitted over long openings. Where girder trusses(page 15) landing on lintels cannot be avoided, Table 3.7 gives the maximum area of roof, including anyTable 3.7 standard trusses, that can be carried by the lintel.(page 16)

DETAILING DESIGN COMMENTARYFigure 3.1 Table 3.8 The maximum amount of supported floor width to be carried by a lintel is given in Table 3.8.(page 16) (page 16)

DETAILING DESIGN COMMENTARYFigure 1.3 Table 3.9 Roof bond beam acting vertically transfers uplift forces from the roof trusses to the(page 3) (page 16) vertical reinforcement. The minimum number of courses in a bond beam supporting a roof depends

on the wind area and the span of the roof trusses. For standard roof trusses see Table 3.9. If agirder truss lands on the bond beam, a tie-down rod must be placed within 100 mm of the truss.

DETAILING DESIGN COMMENTARYFigure 1.4 Use Bond Beams supporting floors need only to provide positive attachment for the floor. Normally one(page 3) 1-N12 bar course deep with 1-N12 bar will be sufficient.

Step 3 Reinforcement and Details of Bond Beams

3.1 Bond beams supporting roofs

Step 1 Size and Distribution of Vertical Reinforcement

1.2 Reinforcement in piers between openings

Step 2 Reinforcement and Details of Lintels

2.1 Lintels supporting roofs

3.2 Bond beams supporting floors

1.3 Reinforcement beside openings

1.4 Maximum reinforcement spacing adjacent to openings

1.1 Maximum reinforcement spacing along walls

1.5 Reinforcement at girder trusses

2.2 Lintels supporting floors


12

Table 3.2 Selection and Detailing of Pier Reinforcement

Maximum allowable sum of openings, w1 + w2 (m)

140-mm-leaf wall 190-mm-leaf wall

Wind Wall height (m) Wall height (m)

Pier details Class. 2.4 2.7 3.0 3.3 3.6 2.4 2.7 3.0 3.3 3.6

N2 5.2 4.0 3.2 2.6 2.1 9.9 7.7 6.2 5.0 4.2N3 3.2 2.5 1.9 – – 6.3 4.9 3.9 3.1 2.6N4 2.0 – – – – 4.1 3.1 2.5 2.0 –N5 – – – – – 2.7 2.1 – – –N6 – – – – – 1.9 – – – –

C1 2.3 – – – – 4.5 3.5 2.8 2.2 1.8C2 – – – – – 2.9 2.2 – – –C3 – – – – – 1.9 – – – –C4 – – – – – – – – – –

N2 10.8 8.5 6.7 5.5 4.5 10.8 10.8 10.8 10.4 8.6N3 6.8 5.3 4.2 3.3 2.7 10.8 10.0 8.0 6.5 5.4N4 4.4 3.3 2.6 2.0 – 8.4 6.5 5.2 4.2 3.4N5 2.9 2.1 – – – 5.7 4.4 3.4 2.7 2.2N6 1.9 – – – – 4.0 3.0 2.4 1.8 –

C1 4.9 3.7 2.9 2.3 1.8 9.4 7.3 5.8 4.7 3.8C2 3.1 2.3 1.8 – – 6.1 4.7 3.6 2.9 2.4C3 2.0 – – – – 4.0 3.1 2.4 1.9 –C4 – – – – – 2.8 2.1 – – –

N2 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8N3 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8N4 10.8 10.8 10.8 10.7 8.9 10.8 10.8 10.8 10.8 10.8N5 10.8 10.8 8.9 7.3 6.0 10.8 10.8 10.8 10.8 10.8N6 – – – – – 10.8 10.8 10.8 10.8 9.2

C1 10.8 10.8 10.8 10.8 9.9 10.8 10.8 10.8 10.8 10.8C2 10.8 10.8 9.6 7.8 6.4 10.8 10.8 10.8 10.8 10.8C3 10.4 8.1 6.4 5.2 4.3 10.8 10.8 10.8 10.8 9.3C4 – – – – – 10.8 10.8 9.9 8.0 6.7

Table 3.1 Selection and Detailing of Maximum Reinforcement Spacing Along Walls

Maximum sum of adjacent bar spacing, s1 + s2 (m)



Wall details Class. 2.4 2.7 3.0 3.3 3.6 2.4 2.7 3.0 3.3 3.6

N2 4.0 4.0 4.0 4.0 3.8 4.0 4.0 4.0 4.0 4.0N3 4.0 4.0 3.5 2.9 2.4 4.0 4.0 4.0 4.0 3.4N4 3.7 2.9 2.4 2.0 1.6 4.0 4.0 3.3 2.8 2.3N5 2.6 2.0 1.6 – – 3.6 2.9 2.3 1.9 1.6N6 – – – – – 2.7 2.1 1.7 – –

C1 4.0 3.2 2.6 2.1 1.8 4.0 4.0 3.7 3.0 2.5C2 2.7 2.2 1.7 – – 3.9 3.0 2.5 2.0 1.7C3 1.9 – – – – 2.7 2.1 1.7 – –C4 – – – – – 2.0 1.6 – – –

N2 – – – – – 4.0 4.0 4.0 4.0 4.0N3 – – – – – 4.0 4.0 4.0 4.0 3.4N4 – – – – – 4.0 4.0 4.0 4.0 4.0N5 – – – – – 4.0 4.0 4.0 3.3 2.8N6 – – – – – 4.0 3.7 3.0 2.5 2.1

C1 – – – – – 4.0 4.0 4.0 4.0 4.0C2 – – – – – 4.0 4.0 4.0 3.6 3.0C3 – – – – – 4.0 3.7 3.0 2.5 2.1C4 – – – – – 3.4 2.7 2.2 1.8 1.5

1-N12 barin groutedcore140 or

190

w1 190 w2

2-N12 barsin grouted cores

140 or190

w1 390 w2

1-N16 bar

2-N12 bars

140

190

w1 590 w2

290

1-N16 bar

140-mm-LEAF WALL

Medium-dutyties at 400 crs

2-N12 bars

190

190

w1 590 w2

390

Medium-dutyties at 400 crs

190-mm-LEAF WALL

1-N12 bar ingrouted core

140 or190

s1 s2



1-N16 bar ingrouted core190

s1 s2




13

Table 3.3 Selection and Detailing of Reinforcement Beside Openings

Maximum allowable opening size, w1 (m)



Opening details Class. 2.4 2.7 3.0 3.3 3.6 2.4 2.7 3.0 3.3 3.6

N2 5.4 5.4 4.6 3.7 3.0 5.4 5.4 5.4 5.4 4.6N3 4.6 3.5 2.8 2.2 1.7 5.4 5.3 4.2 3.4 2.7N4 2.9 2.2 1.7 1.3 1.0 4.5 3.4 2.6 2.1 1.7N5 1.9 1.3 1.0 – – 2.9 2.2 1.7 1.3 1.0N6 – – – – – 2.0 1.4 1.1 – –

C1 3.3 2.5 1.9 1.5 1.1 5.0 3.8 3.0 2.4 1.9C2 2.0 1.5 1.1 – – 3.2 2.4 1.8 1.4 1.1C3 1.2 – – – – 2.0 1.5 1.1 – –C4 – – – – – 1.3 0.9 – – –

N2 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4N3 5.4 5.4 5.4 4.3 3.5 5.4 5.4 5.4 5.4 5.4N4 5.4 4.3 3.3 2.6 2.0 5.4 5.4 5.3 4.2 3.4N5 3.7 2.7 2.0 1.5 1.1 5.4 4.4 3.4 2.6 2.0N6 – – – – – 4.0 3.0 2.2 1.6 1.2

C1 5.4 4.9 3.8 2.9 2.3 5.4 5.4 5.4 4.7 3.8C2 4.0 3.0 2.2 1.7 1.2 5.4 4.7 3.7 2.8 2.2C3 2.5 1.8 1.2 – – 4.1 3.0 2.2 1.7 1.2C4 – – – – – 2.7 1.9 1.4 1.0 –

N2 – – – – – 5.4 5.4 5.4 5.4 5.4N3 – – – – – 5.4 5.4 5.4 5.4 5.4N4 – – – – – 5.4 5.4 5.4 5.4 5.4N5 – – – – – 5.4 5.4 5.4 4.9 3.9N6 – – – – – 5.4 5.4 4.2 3.3 2.6

C1 – – – – – 5.4 5.4 5.4 5.4 5.4C2 – – – – – 5.4 5.4 5.4 5.2 4.2C3 – – – – – 5.4 5.4 4.2 3.3 2.6C4 – – – – – 5.0 3.8 2.9 2.2 1.7

Table 3.4 Selection and Detailing of Maximum Reinforcement Spacing Adjacent to Openings

Maximum adjacent bar spacing plus opening, s1 + w1(m)



Wall and opening details Class. 2.4 2.7 3.0 3.3 3.6 2.4 2.7 3.0 3.3 3.6

N2 7.4 6.2 5.0 4.1 3.4 7.4 7.4 7.2 5.9 5.0N3 5.0 3.9 3.2 2.6 2.1 7.3 5.7 4.6 3.8 3.1N4 3.3 2.6 2.1 1.7 1.4 4.9 3.8 3.0 2.5 2.1N5 2.3 1.7 1.4 – – 3.3 2.6 2.1 1.7 1.4N6 – – – – – 2.4 1.8 1.5 – –

C1 3.7 2.9 2.3 1.9 1.5 5.4 4.2 3.4 2.8 2.3C2 2.4 1.9 1.5 – – 3.6 2.8 2.2 1.8 1.5C3 1.2 – – – – 2.4 1.9 1.5 – –C4 – – – – – 1.7 1.3 – – –

N2 7.4 7.4 7.4 7.4 6.3 7.4 7.4 7.4 7.4 7.4N3 7.4 7.4 5.8 4.7 3.9 7.4 7.4 7.4 7.1 5.9N4 6.2 4.7 3.7 3.0 2.4 7.4 7.4 5.7 4.6 3.8N5 4.1 3.1 2.4 1.9 1.5 6.2 4.8 3.8 3.0 2.4N6 – – – – – 4.4 3.4 2.6 2.0 1.6

C1 6.9 5.3 4.2 3.3 2.7 7.4 7.4 6.3 5.1 4.2C2 4.4 3.4 2.6 2.1 1.6 6.7 5.1 4.1 3.2 2.6C3 2.9 2.2 1.6 – – 4.5 3.4 2.6 2.1 1.6C4 – – – – – 3.1 2.3 1.8 1.4 –

N2 – – – – – 7.4 7.4 7.4 7.4 7.4N3 – – – – – 7.4 7.4 7.4 7.4 7.4N4 – – – – – 7.4 7.4 7.4 7.4 6.5N5 – – – – – 7.4 7.4 6.5 5.3 4.3N6 – – – – – 7.4 5.8 4.6 3.7 3.0

C1 – – – – – 7.4 7.4 7.4 7.4 6.8C2 – – – – – 7.4 7.4 7.0 5.6 4.6C3 – – – – – 7.4 5.9 4.6 3.7 3.0C4 – – – – – 5.4 4.2 3.3 2.6 2.1

1-N12 bar ingrouted core140 or

190

w1


2-N12 bars ingrouted cores140 or

190

w1

2-N12 bars ingrouted cores

2-N16 bars ingrouted cores190

w1



190

w1s1



190

w1s1


1-N16 bar ingrouted core190

w1s1



14

Table 3.5 Selection of Lintels Supporting Standard Trusses with Metal Roofing Material

Maximum allowable value of dimension ‘A’ (m)

140-mm-wide lintels 190-mm-wide lintels

Wind Opening Type A(1) with: Type B(1) with: Type C(1) with: Type A(1) with: Type B(1) with: Type C(1) with:

class. (m) N12 N16 N20 N12 N16 N20 N12 N16 N20 N12 N16 N20 N12 N16 N20 N12 N16 N20

N1 0.9 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0and 1.2 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0N2 1.8 8.5 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0

2.4 6.3 9.0 9.0 7.7 9.0 9.0 9.0 9.0 9.0 7.9 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.03.0 5.0 8.5 8.5 6.1 9.0 9.0 9.0 9.0 9.0 5.0 9.0 9.0 6.1 9.0 9.0 9.0 9.0 9.03.6 – – – 4.2 8.3 9.0 8.4 9.0 9.0 – – – 3.7 8.2 9.0 7.6 9.0 9.04.2 – – – 2.7 5.6 6.3 5.5 9.0 9.0 – – – 2.1 5.4 8.5 4.7 9.0 9.04.8 – – – – – – 3.7 8.5 9.0 – – – – – – 2.9 7.8 9.05.4 – – – – – – 2.5 6.4 9.0 – – – – – – 1.6 5.7 9.0

N3 0.9 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.01.2 8.2 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.01.8 6.6 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 8.7 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.02.4 5.3 9.0 9.0 7.7 9.0 9.0 9.0 9.0 9.0 6.9 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.03.0 4.5 8.3 8.3 6.1 9.0 9.0 9.0 9.0 9.0 5.0 9.0 9.0 6.1 9.0 9.0 9.0 9.0 9.03.6 – – – 4.2 8.3 9.0 8.4 9.0 9.0 – – – 3.7 8.2 9.0 7.6 9.0 9.04.2 – – – 2.7 5.6 6.3 5.5 9.0 9.0 – – – 2.1 5.4 8.5 4.7 9.0 9.04.8 – – – – – – 3.7 8.5 9.0 – – – – – – 2.9 7.8 9.05.4 – – – – – – 2.5 6.4 9.0 – – – – – – 1.6 5.7 9.0

N4 0.9 7.4 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0and 1.2 5.7 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 7.5 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0C1 1.8 4.6 9.0 9.0 6.7 9.0 9.0 9.0 9.0 9.0 6.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0

2.4 3.6 8.0 8.0 5.3 9.0 9.0 8.4 9.0 9.0 4.8 8.7 9.0 7.7 9.0 9.0 9.0 9.0 9.03.0 3.1 5.7 5.7 4.5 8.8 9.0 7.8 9.0 9.0 3.9 6.3 7.8 5.6 8.3 9.0 8.2 9.0 9.03.6 – – – 3.9 6.6 8.6 6.6 9.0 9.0 – – – 3.7 7.0 9.0 7.0 9.0 9.04.2 – – – 2.7 5.0 6.3 5.1 8.3 9.0 – – – 2.1 5.3 7.5 4.7 8.7 9.04.8 – – – – – – 3.7 6.7 9.0 – – – – – – 2.9 7.1 9.05.4 – – – – – – 2.5 5.7 8.1 – – – – – – 1.6 6.1 8.7

N5 0.9 4.3 9.0 9.0 6.7 9.0 9.0 9.0 9.0 9.0 5.7 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0and 1.2 3.4 9.0 9.0 5.3 9.0 9.0 9.0 9.0 9.0 4.4 9.0 9.0 7.0 9.0 9.0 9.0 9.0 9.0C2 1.8 2.7 8.1 8.1 3.9 9.0 9.0 7.2 9.0 9.0 3.5 8.7 9.0 5.2 9.0 9.0 9.0 9.0 9.0

2.4 2.1 4.7 4.7 3.1 7.3 9.0 5.5 9.0 9.0 2.8 5.1 6.4 4.1 7.0 9.0 7.4 9.0 9.03.0 1.8 3.4 3.4 2.6 5.2 6.8 4.6 8.7 9.0 2.3 3.7 4.6 3.3 5.5 7.9 5.4 9.0 9.03.6 – – – 2.3 3.9 5.0 3.9 6.5 9.0 – – – 2.5 4.1 5.9 4.1 6.8 9.04.2 – – – 2.0 2.9 3.8 3.0 4.9 7.1 – – – 2.0 3.1 4.4 3.2 5.1 7.54.8 – – – – – – 2.5 4.0 5.7 – – – – – – 2.6 4.2 6.05.4 – – – – – – 2.1 3.4 4.8 – – – – – – 1.6 3.6 5.1

N6 0.9 4.1 9.0 9.0 6.3 9.0 9.0 9.0 9.0 9.01.2 3.2 9.0 9.0 5.1 9.0 9.0 9.0 9.0 9.01.8 2.5 6.3 7.9 3.8 9.0 9.0 6.9 9.0 9.02.4 2.0 3.7 4.6 3.0 5.5 8.0 5.3 9.0 9.03.0 1.6 2.7 3.3 2.4 3.9 5.7 3.9 6.5 9.03.6 – – – 1.8 3.0 4.3 3.0 4.9 7.24.2 – – – 1.4 2.3 3.2 2.3 3.7 5.44.8 – – – – – – 1.9 3.0 4.45.4 – – – – – – 1.6 2.6 3.7

C3 0.9 3.8 9.0 9.0 5.8 9.0 9.0 9.0 9.0 9.01.2 2.9 9.0 9.0 4.7 9.0 9.0 9.0 9.0 9.01.8 2.3 5.8 7.3 3.5 8.7 9.0 6.4 9.0 9.02.4 1.9 3.4 4.2 2.7 5.1 7.4 4.9 8.4 9.03.0 1.5 2.4 3.0 2.2 3.6 5.3 3.6 6.0 8.93.6 – – – 1.7 2.7 3.9 2.7 4.5 6.64.2 – – – 1.3 2.1 2.9 2.1 3.4 5.04.8 – – – – – – 1.8 2.8 4.05.4 – – – – – – 1.5 2.4 3.4

C4 0.9 2.7 9.0 9.0 4.3 9.0 9.0 8.8 9.0 9.01.2 2.1 7.1 9.0 3.4 9.0 9.0 7.4 9.0 9.01.8 1.7 4.2 5.3 2.5 6.3 9.0 4.6 9.0 9.02.4 1.4 2.5 3.1 2.0 3.7 5.4 3.6 6.1 9.03.0 1.2 1.8 2.2 1.6 2.7 3.8 2.6 4.4 6.53.6 – – – 1.2 2.0 2.9 2.0 3.3 4.84.2 – – – 1.0 1.5 2.1 1.5 2.5 3.64.8 – – – – – – 1.3 2.0 2.95.4 – – – – – – 1.1 1.7 2.5

(1) See Figure 1.6 (page 4) for details

'A1' 'A2'

Lintel '1'

Standard truss with metal roofing

Lintel '2'


15

Table 3.6 Selection of Lintels Supporting Standard Trusses with Tile Roofing Material



Wind Opening Type A(1) with: Type B(1) with: Type C(1) with: Type A(1) with: Type B(1) with: Type C(1) with:

class. (m) N12 N16 N20 N12 N16 N20 N12 N16 N20 N12 N16 N20 N12 N16 N20 N12 N16 N20

N1 0.9 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0and 1.2 7.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0N2 1.8 4.9 9.0 9.0 6.2 9.0 9.0 9.0 9.0 9.0 6.4 9.0 9.0 8.0 9.0 9.0 9.0 9.0 9.0

2.4 3.7 7.4 7.4 4.5 9.0 9.0 9.0 9.0 9.0 4.6 8.5 9.0 5.7 9.0 9.0 9.0 9.0 9.03.0 2.9 4.9 4.9 3.6 7.0 7.7 7.2 9.0 9.0 2.9 5.6 6.7 3.5 7.1 9.0 6.9 9.0 9.03.6 – – – 2.5 4.8 5.3 4.9 9.0 9.0 – – – 2.2 4.8 7.3 4.4 9.0 9.04.2 – – – 1.5 3.3 3.7 3.2 6.7 9.0 – – – 1.2 3.1 5.0 2.7 6.4 9.04.8 – – – – – – 2.2 5.0 8.1 – – – – – – 1.7 4.6 7.95.4 – – – – – – 1.5 3.8 6.4 – – – – – – 0.9 3.3 6.1

N3 0.9 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.01.2 7.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.01.8 4.9 9.0 9.0 6.2 9.0 9.0 9.0 9.0 9.0 6.4 9.0 9.0 8.0 9.0 9.0 9.0 9.0 9.02.4 3.7 7.4 7.4 4.5 9.0 9.0 9.0 9.0 9.0 4.6 8.5 9.0 5.7 9.0 9.0 9.0 9.0 9.03.0 2.9 4.9 4.9 3.6 7.0 7.7 7.2 9.0 9.0 2.9 5.6 6.7 3.5 7.1 9.0 6.9 9.0 9.03.6 – – – 2.5 4.8 5.3 4.9 9.0 9.0 – – – 2.2 4.8 7.3 4.4 9.0 9.04.2 – – – 1.5 3.3 3.7 3.2 6.7 9.0 – – – 1.2 3.1 5.0 2.7 6.4 9.04.8 – – – – – – 2.2 5.0 8.1 – – – – – – 1.7 4.6 7.95.4 – – – – – – 1.5 3.8 6.4 – – – – – – 0.9 3.3 6.1

N4 0.9 8.2 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0and 1.2 6.4 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 8.3 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0C1 1.8 4.9 9.0 9.0 6.2 8.2 9.0 9.0 9.0 9.0 6.4 9.0 9.0 8.0 9.0 9.0 9.0 9.0 9.0

2.4 3.7 7.4 7.4 4.5 6.5 9.0 9.0 9.0 9.0 4.6 8.5 9.0 5.7 9.0 9.0 9.0 9.0 9.03.0 2.9 4.9 4.9 3.6 5.5 7.7 7.2 9.0 9.0 2.9 5.6 6.7 3.5 7.1 9.0 6.9 9.0 9.03.6 – – – 2.5 4.7 5.3 4.9 9.0 9.0 – – – 2.2 4.8 7.3 4.4 9.0 9.04.2 – – – 1.5 3.3 3.7 3.2 6.7 9.0 – – – 1.2 3.1 5.0 2.7 6.4 9.04.8 – – – – – – 2.2 5.0 8.1 – – – – – – 1.7 4.6 7.95.4 – – – – – – 1.5 3.8 6.4 – – – – – – 0.9 3.3 6.1

N5 0.9 4.9 9.0 9.0 7.6 9.0 9.0 9.0 9.0 9.0 6.4 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0and 1.2 3.8 9.0 9.0 6.1 9.0 9.0 9.0 9.0 9.0 5.0 9.0 9.0 8.0 9.0 9.0 9.0 9.0 9.0C2 1.8 3.1 9.0 9.0 4.5 9.0 9.0 8.2 9.0 9.0 4.0 9.0 9.0 5.9 9.0 9.0 9.0 9.0 9.0

2.4 2.4 5.3 5.3 3.5 8.3 9.0 6.3 9.0 9.0 3.2 5.8 7.3 4.7 8.7 9.0 8.4 9.0 9.03.0 2.1 3.8 3.8 3.0 5.9 7.7 5.2 9.0 9.0 2.6 4.2 5.2 3.5 6.2 9.0 6.1 9.0 9.03.6 – – – 2.5 4.4 5.3 4.4 7.4 8.0 – – – 2.2 4.8 6.7 4.4 7.7 9.04.2 – – – 1.5 3.3 3.7 3.2 5.6 6.0 – – – 1.2 3.1 5.0 2.7 5.9 8.54.8 – – – – – – 2.2 4.5 4.9 – – – – – – 1.7 4.6 6.95.4 – – – – – – 1.5 3.8 4.1 – – – – – – 0.9 3.3 5.8

N6 0.9 4.5 9.0 9.0 7.0 9.0 9.0 9.0 9.0 9.01.2 3.5 9.0 9.0 5.6 9.0 9.0 9.0 9.0 9.01.8 2.8 6.9 8.7 4.1 9.0 9.0 7.6 9.0 9.02.4 2.2 4.0 5.0 3.3 6.0 8.2 5.8 9.0 9.03.0 1.9 2.9 3.6 2.6 4.3 6.3 4.3 7.2 9.03.6 – – – 2.0 3.3 4.7 3.3 5.4 7.94.2 – – – 1.2 2.5 3.5 2.5 4.1 5.94.8 – – – – – – 1.7 3.3 4.85.4 – – – – – – 0.9 2.8 4.0

C3 0.9 4.1 9.0 9.0 6.4 9.0 9.0 9.0 9.0 9.01.2 3.2 7.6 8.0 5.1 9.0 9.0 9.0 9.0 9.01.8 2.5 6.0 6.3 3.8 9.0 9.0 6.9 9.0 9.02.4 2.0 3.7 4.6 3.0 5.5 7.5 5.3 9.0 9.03.0 1.7 2.7 3.3 2.4 4.0 5.7 3.9 6.6 9.03.6 – – – 1.8 3.0 4.3 3.0 4.9 7.24.2 – – – 1.2 2.3 3.2 2.3 3.7 5.44.8 – – – – – – 1.7 3.0 4.45.4 – – – – – – 0.9 2.6 3.7

C4 0.9 2.9 7.0 7.3 4.5 9.0 9.0 9.0 9.0 9.01.2 2.3 5.4 5.7 3.6 9.0 9.0 7.9 9.0 9.01.8 1.8 4.3 4.5 2.7 6.7 6.9 4.9 9.0 9.02.4 1.4 2.6 3.3 2.1 3.9 5.4 3.8 6.5 9.03.0 1.2 1.9 2.4 1.7 2.8 4.1 2.8 4.7 6.93.6 – – – 1.3 2.1 3.0 2.1 3.5 5.24.2 – – – 1.0 1.6 2.3 1.6 2.7 3.94.8 – – – – – – 1.4 2.2 3.15.4 – – – – – – 0.9 1.9 2.6


'A1' 'A2'

Lintel '1'

Standard truss with tile roofing

Lintel '2'


16

Table 3.7 Selection of Lintels Supporting Girder Roof Trusses

Maximum supported roof area, including standard trusses (m2)


Opening Type B(1) with: Type C(1) with: Type B(1) with: Type C(1) with:

Wind class. (m) N16 N20 N16 N20 N16 N20 N16 N20

N1 and N2 0.9 33 34 75 80 36 38 76 891.2 30 31 58 65 31 34 59 721.8 20 22 40 54 21 30 40 592.4 15 16 30 45 15 23 30 463.0 12 13 23 36 12 17 23 37

N3 0.9 33 34 75 80 36 38 76 891.2 30 31 58 65 31 34 59 721.8 20 22 40 54 21 30 40 592.4 15 16 30 45 15 23 30 463.0 12 13 23 36 12 17 23 37

N4 and C1 0.9 28 28 60 61 30 31 64 681.2 25 26 50 51 28 29 50 571.8 20 22 35 44 21 27 36 482.4 16 16 27 40 17 23 28 423.0 12 13 22 33 12 17 23 34

N5 and C2 0.9 18 18 39 40 20 20 41 441.2 16 17 32 33 18 19 33 371.8 13 16 22 28 14 18 23 312.4 10 14 17 26 11 16 18 273.0 – 11 14 21 – 13 15 23


Table 3.8 Selection of Lintels Supporting a Timber Floor

Maximum supported width (m)


Determination of Opening Type BB(1) with: Type CC(1) with: Type BB(1) with: Type CC(1) with:

supported width (m) N16 N20 N16 N20 N16 N20 N16 N20

0.9 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.01.2 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.01.8 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.02.4 2.3 2.6 3.0 3.0 2.8 3.0 3.0 3.03.0 1.7 1.9 2.9 3.0 2.1 2.2 3.0 3.03.6 1.4 1.5 2.2 2.3 1.7 1.8 2.4 2.74.2 – – 1.8 1.9 – – 1.8 2.24.8 – – 1.5 1.6 – – 1.4 1.85.4 – – 1.2 1.4 – – 1.1 1.6


Table 3.9 Selection of Bond Beams Supporting Standard Truss Roofs


140-mm-leaf wall 190-mm leaf-wall

Determination of Wind Bond beams(1) Bond beams(1)

dimension ‘A’ Class. Type 1 Type 2 Type 3 Type 1 Type 2 Type 3

N2 9 9 9 9 9 9N3 7 9 9 9 9 9N4 – 9 9 5 9 9N5 – 6 9 – 7 9N6 – – 7 – 5 9

C1 – 9 9 – 9 9C2 – 6 9 – 9 9C3 – – 7 – 5 9C4 – – – – – 7


'A1' 'A2'

Bondbeam '1'

Bondbeam '2'

FirstsupportSupported width

Assumed floor loadings:Dead load – 2 kPa (including partitions)Live load – 1.5 kPa

= =

Lintel


17

4 Bracing Design

4.1 MethodBracing walls of sufficient number and strengthmust be located through the building to resist theracking forces from the wind and earthquake. Thesum of the capacities of all bracing walls in eachdirection must exceed the total racking force in therelevant direction. The bracing walls can be eitherall masonry, other wall types or a combination ofboth. The external walls will act as bracing walls ineither direction.

4.2 Racking ForcesDetermine the racking forces imposed on thebuilding in both directions from Tables 4.1, 4.2 and4.3 for the wind classification

For earthquake loads on housing, H1 racking forcescan be taken as equivalent to N2 wind classificationand H2 and H3 racking forces equivalent to N3wind classification.

Note, these tables are extracts from AustralianStandards AS 1684.2–1999 and AS 1684.3–1999and are limit state loads (ultimate loads based onAS 1170.2) for consistency with limit state design.

Table 4.1 Wind Force Per Unit Length, Normal to Length of Buildings with Hip or Gable Ends

Wind force to be resisted (kN/m) [Total force (kN) = building length (m) x wind force (kN/m)]

Single-storey or upper-storey Lower-storey of two storeys

Wind BuildingRoof slope (degrees) Roof slope (degrees)

Class. width (m) 0 5 10 15 20 25 30 35 0 5 10 15 20 25 30 35

N1 4 0.8 0.8 0.8 0.8 1.0 1.2 1.4 1.5 2.7 2.7 2.7 2.7 2.8 3.2 3.4 3.56 0.8 0.8 0.8 0.9 1.2 1.5 1.6 1.9 2.7 2.7 2.7 2.7 2.9 3.4 3.7 3.88 0.8 0.8 0.8 1.0 1.4 1.7 1.9 2.3 2.7 2.7 2.7 2.7 3.0 3.6 3.9 4.2

10 0.8 0.8 0.8 1.1 1.5 2.0 2.2 2.7 2.7 2.7 2.7 2.8 3.2 3.9 4.2 4.612 0.8 0.8 0.8 1.2 1.7 2.2 2.5 3.1 2.7 2.7 2.7 2.9 3.4 4.2 4.5 5.014 0.8 0.8 0.8 1.3 1.9 2.4 2.8 3.5 2.7 2.7 2.7 3.0 3.6 4.4 4.8 5.416 0.8 0.8 0.8 1.4 2.0 2.6 3.1 3.8 2.7 2.7 2.7 3.1 3.8 4.7 5.1 5.9

N2 4 1.1 1.1 1.2 1.2 1.4 1.8 2.0 2.2 3.7 3.7 3.7 3.7 3.8 4.4 4.7 4.96 1.1 1.1 1.2 1.3 1.7 2.1 2.3 2.7 3.7 3.7 3.7 3.7 4.0 4.7 5.1 5.38 1.1 1.1 1.2 1.5 2.0 2.5 2.8 3.3 3.7 3.7 3.7 3.8 4.2 5.0 5.4 5.9

10 1.1 1.1 1.1 1.6 2.2 2.8 3.2 3.9 3.7 3.7 3.7 3.9 4.5 5.4 5.8 6.412 1.1 1.1 1.1 1.8 2.5 3.2 3.6 4.5 3.7 3.7 3.7 4.0 4.7 5.7 6.2 6.914 1.1 1.1 1.1 1.9 2.7 3.5 4.0 5.0 3.7 3.7 3.7 4.1 5.0 6.1 6.6 7.516 1.1 1.1 1.1 2.0 2.9 3.8 4.4 5.5 3.7 3.7 3.7 4.3 5.3 6.5 7.1 8.1

N3 4 1.8 1.8 1.8 1.9 2.2 2.8 3.1 3.4 5.7 5.7 5.8 5.8 6.0 6.9 7.4 7.6and 6 1.8 1.8 1.8 2.0 2.6 3.3 3.6 4.3 5.7 5.7 5.8 5.8 6.2 7.3 7.9 8.3C1 8 1.8 1.8 1.8 2.3 3.1 3.9 4.3 5.2 5.7 5.7 5.8 5.9 6.6 7.9 8.5 9.1

10 1.8 1.8 1.8 2.5 3.5 4.4 5.0 6.1 5.7 5.7 5.8 6.0 7.0 8.4 9.0 1012 1.8 1.8 1.8 2.7 3.9 5.0 5.7 7.0 5.7 5.7 5.8 6.2 7.4 9.0 9.6 1114 1.8 1.8 1.8 2.9 4.2 5.5 6.3 7.8 5.7 5.7 5.8 6.4 7.8 9.5 10 1216 1.8 1.8 1.8 3.1 4.6 6.0 6.9 8.7 5.7 5.7 5.8 6.7 8.2 10 11 13

N4 4 2.7 2.7 2.7 2.8 3.3 4.1 4.5 5.1 8.5 8.5 8.6 8.6 8.9 10 11 11and 6 2.7 2.7 2.7 3.0 3.9 4.9 5.4 6.3 8.5 8.5 8.6 8.7 9.2 11 12 12C2 8 2.7 2.7 2.7 3.4 4.6 5.8 6.5 7.7 8.5 8.5 8.7 8.8 9.8 12 13 14

10 2.7 2.7 2.7 3.8 5.2 6.6 7.5 9.1 8.5 8.5 8.7 9.0 10 13 13 1512 2.7 2.7 2.7 4.1 5.8 7.4 8.5 10 8.5 8.5 8.7 9.2 11 13 14 1614 2.7 2.7 2.7 4.3 6.3 8.1 9.4 12 8.5 8.5 8.7 9.6 12 14 15 1816 2.7 2.7 2.7 4.6 6.8 8.9 10 13 8.5 8.5 8.7 10 12 15 16 19

N5 4 3.9 3.9 4.0 4.1 4.9 6.0 6.7 7.4 13 13 13 13 13 15 16 17and 6 3.9 3.9 4.0 4.5 5.7 7.3 8.0 9.3 13 13 13 13 14 16 17 18C3 8 3.9 3.9 4.0 5.0 6.7 8.5 9.5 11 13 13 13 13 14 17 19 20

10 3.9 3.9 3.9 5.6 7.7 9.7 11 13 13 13 13 13 15 18 20 2212 3.9 3.9 3.9 6.0 8.5 11 12 15 13 13 13 14 16 20 21 2414 3.9 3.9 3.9 6.4 9.3 12 14 17 13 13 13 14 17 21 23 2616 3.9 3.9 3.9 6.7 10 13 15 19 13 13 13 15 18 22 24 28

Width

Hip or gable

Direction

of wind

Length

Width

Hip or gable

Direction

of wind

Length


18

Table 4.2 Wind Force on End of Buildings with Gable End

Wind force to be resisted by gable end (kN)



Class. width (m) 0 5 10 15 20 25 30 35 0 5 10 15 20 25 30 35

N1 4 3.4 3.7 3.9 4.1 4.4 4.6 4.9 5.2 12 12 12 12 13 13 13 136 5.2 5.7 6.2 6.7 7.3 7.9 8.5 9.2 17 18 18 19 20 20 21 228 6.9 7.8 8.7 9.6 11 12 13 14 23 24 25 26 27 28 29 31

10 8.6 10 11 13 14 16 18 20 29 30 32 33 35 37 39 4112 10 12 14 17 19 21 24 26 35 37 39 41 43 46 49 5214 12 15 18 20 23 27 30 34 41 43 46 49 52 56 59 6316 14 17 21 25 29 33 37 42 46 50 54 58 62 66 71 76

N2 4 5.0 5.3 5.6 6.0 6.3 6.7 7.1 7.6 16 16 17 17 17 18 18 196 7.5 8.2 8.9 9.7 10 11 12 13 24 25 26 26 27 28 29 308 10 11 13 14 15 17 18 20 32 33 35 36 37 39 41 42

10 12 14 17 19 21 23 26 29 40 42 44 46 48 51 53 5612 15 18 21 24 27 30 34 38 48 51 54 57 60 64 67 7114 17 21 25 30 34 38 43 49 56 60 64 68 73 77 82 8816 20 25 30 36 41 47 54 61 64 69 75 80 86 92 98 105

N3 4 7.8 8.3 8.8 9.3 9.9 10 11 12 25 26 26 27 27 28 28 29and 6 12 13 14 15 16 18 19 21 38 39 40 41 42 44 45 47C1 8 16 18 20 22 24 26 29 32 50 52 54 56 58 61 63 66

10 19 23 26 29 33 36 40 45 63 66 69 72 76 79 83 8812 23 28 32 37 42 48 53 60 75 80 84 89 94 99 105 11114 27 33 40 46 53 60 68 77 88 94 100 107 113 121 128 13716 31 39 47 56 65 74 84 96 100 108 116 125 134 143 153 165

N4 4 12 12 13 14 15 16 17 18 37 38 39 40 40 41 42 43and 6 17 19 21 23 24 26 28 31 56 58 59 61 63 65 67 69C2 8 23 26 29 32 36 39 43 47 75 78 81 84 87 91 94 99

10 29 34 38 43 48 54 60 66 93 98 103 108 113 118 124 13112 35 41 48 55 63 71 79 89 112 119 125 133 140 148 156 16614 41 50 59 69 79 89 101 114 131 140 149 159 169 179 191 20416 46 58 70 83 96 110 125 142 149 161 173 186 199 213 228 245

N5 4 17 18 19 20 22 23 24 26 55 56 57 58 59 61 62 64and 6 26 28 31 33 36 39 42 45 82 85 87 90 93 96 99 102C3 8 34 38 43 48 52 58 63 69 110 114 119 123 128 133 139 145

10 43 49 56 64 71 79 88 98 137 144 151 158 166 174 183 19212 51 61 71 82 92 104 117 131 165 175 185 195 206 218 230 24414 60 73 87 101 116 132 149 168 192 206 219 234 248 264 281 30016 68 86 104 122 142 162 185 209 220 237 255 274 293 314 336 361

Width

Directionof wind

Length

Width

Directionof wind

Length


19

Table 4.3 Wind Force on End of Buildings with Hip End

Wind force to be resisted by hip end (kN)



Class. width (m) 0 5 10 15 20 25 30 35 0 5 10 15 20 25 30 35

N1 4 3.6 3.6 3.6 6.7 4.0 4.4 4.6 4.9 12 12 12 12 12 12 13 136 5.4 5.4 5.5 5.7 6.6 7.3 7.8 8.6 17 17 17 18 18 19 20 208 7.2 7.2 7.2 8.1 9.6 11 12 13 23 23 23 24 25 26 27 29

10 9.0 9.0 9.0 11 13 15 16 19 29 29 29 30 32 34 35 3812 11 11 11 13 17 19 21 25 35 35 35 36 39 42 44 4714 13 13 13 16 21 24 27 32 41 41 41 43 47 51 54 5816 14 14 14 19 25 29 33 39 46 46 47 50 56 61 64 70

N2 4 5.0 5.0 5.0 5.1 5.5 6.0 6.4 6.8 16 16 16 16 16 17 17 186 7.5 7.5 7.6 7.9 9.1 10 11 12 24 24 24 24 25 26 27 288 10 10 10 11 13 15 16 18 32 32 32 33 34 36 38 39

10 12 12 12 15 18 20 22 26 40 40 40 41 44 47 49 5212 15 15 15 19 23 27 29 34 48 48 49 50 54 59 61 6614 17 17 17 22 28 33 37 44 56 56 57 59 65 71 74 8116 20 20 20 26 34 41 45 54 64 64 65 69 77 84 88 97

N3 4 7.8 7.8 7.9 8.0 8.6 9.4 10 11 25 25 25 25 26 26 27 28and 6 12 12 12 12 14 16 17 19 38 38 38 38 39 41 43 44C1 8 16 16 16 18 21 23 25 29 50 50 50 51 53 57 59 62

10 19 19 19 23 28 32 35 40 63 63 63 64 69 73 76 8112 23 23 23 29 36 41 46 54 75 75 76 78 85 91 95 10314 27 27 27 35 44 52 58 68 88 88 88 93 102 111 116 12616 31 31 31 41 53 63 71 85 100 100 101 108 120 131 138 152

N4 4 12 12 12 12 13 14 15 16 37 37 37 37 38 39 41 41and 6 17 17 18 18 21 24 25 28 56 56 56 56 58 61 63 65C2 8 23 23 23 26 31 35 37 42 75 75 75 76 80 84 88 92

10 29 29 29 35 42 48 52 60 93 93 94 95 102 109 114 12112 35 35 35 43 53 62 68 80 112 112 113 116 126 136 142 15314 41 41 41 52 66 77 86 102 131 131 131 138 152 165 173 18816 46 46 46 62 80 94 106 126 149 149 150 161 179 195 206 226

N5 4 17 17 17 17 19 21 22 23 55 55 55 55 56 58 60 61and 6 26 26 26 27 31 35 37 41 82 82 83 83 85 89 93 96C3 8 34 34 34 39 45 51 55 62 110 110 111 112 117 124 129 135

10 43 43 43 51 61 70 76 88 137 137 138 140 151 161 168 17812 51 51 51 64 79 91 100 117 165 165 166 170 196 200 209 22514 60 60 60 77 97 114 127 150 192 192 194 203 224 242 254 27716 68 68 68 91 117 139 156 186 220 220 221 236 263 287 303 332

Width

Directionof wind

Length

Width

Directionof wind

Length


20

4.3 Bracing Wall LocationBracing walls must be distributed approximatelyevenly along the length and width of the building.The maximum distance between bracing wallssupporting a roof is given in Table 4.4 for thevarious wind classifications. Where bracing wallscannot be spaced to comply with Table 4.4, thenadditional cross bracing needs to be included in theceiling to distribute the racking forces.

The maximum distance between bracing wallssupporting a floor is given in Table 4.5. Where thewidth of floor exceeds the value in Table 4.5, thenthe spacing of the bracing walls shall be as given inTable 4.4.

Note, these tables are extracts from AustralianStandards AS 1684.2–1999 and AS 1684.3–1999.

Table 4.4 Spacing of Bracing Walls Under Roofs

Maximum spacing of bracing walls (m)

Wind BuildingRoof slope (degrees)

Class. width (m) 0 5 10 15 20 25 30 35

N1 4 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.06 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.08 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0

10 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.012 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.014 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.016 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0

N2 4 9.0 9.0 9.0 9.0 9.0 7.8 6.7 6.46 9.0 9.0 9.0 9.0 9.0 9.0 8.6 7.98 9.0 9.0 9.0 9.0 9.0 9.0 9.0 8.8

10 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.012 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.014 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.016 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0

N3 4 6.2 6.6 7.4 7.5 6.4 5.1 4.4 4.2and 6 9.0 9.0 9.0 9.0 8.8 6.7 5.6 5.1C1 8 9.0 9.0 9.0 9.0 9.0 7.6 6.7 5.7

10 9.0 9.0 9.0 9.0 9.0 8.4 7.9 6.212 9.0 9.0 9.0 9.0 9.0 9.0 7.9 6.614 9.0 9.0 9.0 9.0 9.0 9.0 8.3 6.716 9.0 9.0 9.0 9.0 9.0 9.0 8.6 6.9

N4 4 3.9 4.3 4.9 5.0 4.2 3.3 2.9 2.7and 6 5.9 6.6 7.3 7.3 5.8 4.4 3.7 3.4C2 8 7.9 9.0 9.0 9.0 6.7 5.0 4.4 3.8

10 9.0 9.0 9.0 9.0 7.3 5.5 5.2 4.112 9.0 9.0 9.0 9.0 7.9 5.9 5.2 4.314 9.0 9.0 9.0 9.0 8.2 6.1 5.5 4.416 9.0 9.0 9.0 9.0 8.5 6.5 5.7 4.6

N5 4 2.7 3.0 3.4 3.5 3.0 2.3 2.0 1.9and 6 4.1 4.6 5.1 5.1 4.1 3.1 2.6 2.4C3 8 5.5 6.3 6.7 6.5 4.7 3.5 3.1 2.6

10 6.8 7.9 8.3 7.8 5.1 3.9 3.6 2.912 8.2 9.0 9.0 8.5 5.5 4.1 3.7 3.014 9.0 9.0 9.0 9.0 5.7 4.3 3.8 3.116 9.0 9.0 9.0 9.0 6.0 4.6 4.0 3.2

Table 4.5 Spacing of Bracing Walls Supportinga Floor (Lower Storey)

Wind Minimum building Maximum spacing ofClassification width (m) bracing walls (m)

N1 4.8 14.0

N2 4.8 14.0

N3 and C1 6.0 14.0

N4 and C2 6.0 11.5

N5 and C3 6.0 10.0


21

4.4 Bracing Wall CapacitiesThe capacities of masonry acting as bracing wallsare given in the following Tables:■ Table 4.6 for walls that comply with the details

shown in Figure 4.1.■ Table 4.7 for wind at right angles (normal) to

reinforced walls.■ Table 4.8 for reinforced piers.

The bracing capacities given in Tables 4.6 to 4.8rely on the tie-down reinforcement being effectivelyfixed into the foundations and the foundations beingof sufficient size to resist overturning.

Table 4.6 Bracing Capacity of Typical Walls(1)

up to 3.0-m High

Walls reinforced

Wall Unreinforced walls with tie-downs

length Leaf thickness (mm) Leaf thickness (mm)

(m) 90 110 140 190 140 190

0.4 0.1 0.1 0.1 0.1 2.9 2.90.6 0.2 0.2 0.3 0.3 5.8 5.80.8 0.4 0.4 0.5 0.6 8.7 8.81.0 0.6 0.6 0.7 0.9 12 121.2 0.9 0.9 1.1 1.3 15 151.8 2.0 2.1 2.4 2.9 24 252.4 3.5 3.7 4.3 5.1 34 35

3.0 5.5 5.8 6.7 7.9 45 464.0 10 10 12 14 64 665.0 15 16 19 22 85 886.0 22 23 27 32 107 1117.0 30 32 37 43 130 1378.0 39 41 48 56 155 1649.0 50 52 61 71 182 192

10.0 61 64 75 88 210 222

(1) As detailed in Figure 4.1

Slab thickening under wall

Starter bars anchored in slab

1-N12 bar grouted into topcourse bond beam andturned down 200 mminto end cores

Wall

heig

ht (≤

3.0

m)

Bracing wall length

WALL NOT CONNECTED TO AN EXTERNAL WALL – ELEVATION

1-N12 grouted into end cores

Floor slab Floor slab

Slab thickening under wall

L8 ties every second course,bent down 100 mminto grouted coresW

all h

eight

(≤ 3.

0 m

)

Bracing wall length

WALL CONNECTED TO AN EXTERNAL WALL – ELEVATION SECTION A–A

External wall

External wall Footing

INTERNAL WALLS WITH TIE-DOWNS

A A

Wall

heig

ht (≤

3.0

m)

Bracing wall length

Wall

heig

ht (≤

3.0

m)

Bracingwall

length

Bond beam

Floor level

Bracing wall length

WALL NOT CONNECTED TO AN EXTERNAL WALL – ELEVATION

Masonry mesh, 500 longevery second course

Wall

heig

ht (≤

3.0

m)

Bracing wall length

WALL CONNECTED TO AN EXTERNAL WALL – ELEVATION SECTION A–A

External wall

External wall Footing

INTERNAL WALLS WITHOUT TIE-DOWNS (UNREINFORCED)

BRACING LENGTH FOR EXTERNAL REINFORCED WALLS

A A

Figure 4.1 Typical Bracing Wall Details


22

Table 4.7 Bracing Capacity of Walls with Wind Normal to Wall

Bracing capacity per reinforced core (kN)

Wall Height (mm)

Wall details 600 1200 1800 2400 3000 3600

4.4 2.2 1.5 1.1 0.9 0.7

6.2 3.1 2.1 1.6 1.2 1.0

10.9 5.5 3.6 2.7 2.2 1.8

Table 4.8 Bracing Capacity of Reinforced Piers with Wind in Either Direction

Bracing capacity of reinforced pier (kN)

Pier Height (mm)

Pier details 600 1200 1800 2400 3000 3600

5.4 2.7 1.8 1.3 1.1 0.9

9.2 4.6 3.1 2.3 1.8 1.5

16 7.8 5.2 3.9 3.1 2.6

27 13 9.1 6.8 5.5 4.5

44 22 15 11 8.8 7.3

38 19 13 10 7.7 6.4

66 33 22 17 13 11

140

1-N12 bar in grouted coreWind direction

190


190


190

190 1-N12 bar in grouted core

290


290


290

290 4-N12 bars in grouted core

290

290 4-N16 bars in grouted core

390

390 4-N12 bars in grouted cores

390

390 4-N16 bars in grouted cores


23

5 Connection Details

5.1 Truss Tie-DownTrusses must be tied down to the top bond beam toprevent both uplift and horizontal movement. Thiscan be achieved by either directly fixing the truss tothe bond beam (where the walls are 2500 mm orhigher) or by bolting a top plate to the bond beamand then attaching the truss to the top plate. Typicaldetails and design capacities are given in thefollowing Tables:■ Table 5.1, using threaded rod

■ Table 5.2, using timber top plate

■ Table 5.3, using truss plates.

Table 5.1 Truss Tie-Down using Threaded Rod

Uplift capacity (kN) with following timbers:

Threaded Unseasoned Seasoned

Connection detail rod details J2 J3 J4 JD4 JD5 JD6

2-M10 rods 36 36 36 30 24 18

2-M12 rods 54 54 52 40 32 24

Table 5.2 Truss Tie-Down using Timber Top Plate

Uplift capacity (kN) with following timbers:Unseasoned Seasoned

Connection detail Description J2 J3 J4 JD4 JD5 JD6

Single framing anchor 4.9 3.5 2.5 3.5 2.9 2.2

Double framing anchor 8.3 5.9 4.2 5.9 4.9 3.7

Single strap 6.5 4.7 3.3 4.7 3.8 2.9

Double strap 12 8.4 5.9 8.4 6.9 5.2

Single looped strap 13 13 13 13 13 13

Double looped strap 25 25 25 25 25 25

Threaded rodswith end cogged,extending down twocourses, bent to suit

75 x 10-mm GS platedrilled to suitsize of rod

25max.

ELEVATION

Framing anchor (single ordouble) with 4-2.8-mm dia.nails to each end

NOTE:Refer to AS 1684.3for top platetie-down details

30 x 0.8-mm GI strap (single ordouble) with 3-2.8-mm dia.nails to each end


30 x 0.8-mm GI looped strap(single or double) with nailsas shown below

Nails requiredfor each end oflooped strap:3-2.8-mm dia. for J24-2.8-mm dia. for J3 and JD45-2.8-mm dia. for J4, JD5 and JD6



24

Table 5.3 Truss Tie-Down using Truss Plates

Uplift capacity (kN) with following timbers:Unseasoned Seasoned

Connection detail Description J2 J3 J4 JD4 JD5 JD6

Single truss plate,single roof truss 20 15 10 16 11 8

Single truss platewith overstrap andsingle roof truss 35 25 16 23 18 15

Double truss plate,double roof truss 49 44 28 44 36 28

Double truss platewith overstrap and2 or 3 roof trusses 76 54 34 54 43 34

2 roof trusses 3 roof trusses

REF: An Investigation of Truss Hold Down TR44 James Cook University, Cyclone Structural Testing Station October 1996.

M16 bolt throughhead plate

50 x 5 x 200 GS truss platethreaded over bond beamreinforcement

M16 bolt throughhead plate

50 x 5 x 200 GS truss platethreaded over bond beamreinforcement andanchored in second course

50 x 3-mm GI strap

Overstrapmust be tight orpacked with non-compressive packing

M16 bolt throughhead plates

Double roof trusses

50 x 5 x 200 GS truss platesthreaded over bond beamreinforcement andanchored in second course

M16 bolt throughhead plates

50 x 3-mm GI strap Two or threeroof trusses

50 x 5 x 200 GS truss platesthreaded over bond beamreinforcement andanchored in second course

Overstrapmust be tight orpacked with non-compressive packing


25

5.2 Fixing to Gable EndsGable walls must be supported by the roofdiaphragm by anchoring of end roof trusses atregular centres. The attached end truss must thenbe braced back to internal trusses with trimmingjoists. Typical details and design capacities aregiven in the following Figures:■ Figure 5.1, for timber gable fixings

■ Figure 5.2, for block gable fixing.

5.3 Timber Floor FixingA pole plate supporting a timber floor must havesufficient anchors to carry the shear load imposedby the floor. Typical fixing is shown in Figure 5.3.

Top chords of trusses

Noggins between end twotrusses at fixing pointsnot exceeding spacing givenin table below

78 x 38 trimmingjoist, on flat,screwed to bottomchords of truss

M12 threaded rod cogged in bond beam,passing through trimming joist and noggingat spacings not exceeding those given intable below

FC sheeting, min.100 mm belowtop of blockwork

Seal blocks beforeFC sheeting isfixed in place

Approved sealant

Sheeting battensfixed to truss

METHOD 1

Top chords of trusses

Noggins between end twotrusses at fixing pointsnot exceeding spacing givenin table below78 x 38 trimming

joist, on edge

50 x 50 x 8 steel angle threaded overbond beam reinforcement and bolted withM12 bolts through bottom chord of trussand trimmer joist at spacings not exceedingthose given in table below

FC sheeting, min.100 mm belowtop of blockwork

Seal blocks beforeFC sheeting isfixed in place

Approved sealant

Sheeting battensfixed to truss

METHOD 2

Figure 5.1 Timber Gable End Fixing

50 x 8 GS 'Z' bracket, fixed to truss chordby coach screw and masonry by 12-mmRamset fixings or equivalent, at spacingsnot exceeding those given in thetable below

Ceiling

Top chord of roof truss

50 x 8 GS 'Z' bracket, fixed as above

Bond beam

Bottom chordof roof truss

Figure 5.2 Blockwork Gable Fixing

Hilti HSA stud anchor or equivalent

Timber or steel pole plate

Bond beamwith 1-N 12 bar

Figure 5.3 Pole Plate Fixing for Timber Floor

Wind Classification Maximum spacing of fixings (m)

N1 3.6N3 3.6N3 3.6

N4 and C1 2.4N5 and C2 1.8N6 and C3 1.2

Wind Classification Maximum spacing of fixings (m)

N1 3.6N3 3.6N3 2.4

N4 and C1 1.8N5 and C2 1.2N6 and C3 0.9


26

6 Basement Walls

6.1 GeneralThe foundation slab of a basement can be modifiedto provide an efficient footing for a retaining wall. Inaddition, a concrete floor slab will provide a “prop”to the top of the wall, simplifying the wall detailscompared to a timber floor. All backfill must be withgranular material. Details of typical basement wallsare shown in the following Figures:■ Figure 6.1, with concrete floor

■ Figure 6.2, with timber floor.

6.2 DrainageAs with all retaining walls it is critical that thebackfill is prevented from becoming saturated.Steps to be taken to achieve this include:■ A drainage system within the backfill. This should

preferable take the form of a 300-mm width ofgravel immediately behind the wall with acontinuous agricultural pipe located at the baseof the wall. The pipe must discharge beyond theends of the wall or be connected to thestormwater drain.

■ Sealing the backfill surface. This can be done byplacing a compacted layer of low-permeabilitymaterial over the backfill and sloping the surfaceaway from the house.

It is also important to prevent hydrostatic pressureunder the floor slab. Where there is the possibility ofgroundwater under the slab, then a subfloordrainage system is advisable.

2700max.

N12 at 200 crs

N12 at 400 crs


TYPICAL DETAILS ALTERNATIVE DETAILS

N16 at 400 crs*

190-thickblockwork

20.48 'H' blocksat horizontalreinforcement

20.20 knock-out blocksaw-cut at floor soffit level

Drained cavity

False wall

20.01 standardblocks between Vertical reinforcement,

N16 at 400 crs, central*

Ag drain

Horizontal reinforcement,N12 at 400 crs

Tanking to backface of wall

Starter bar to matchwall reinforcementabove

One-course bondbeam with N12 bar

NOTE:No tanking required

NOTE:Wall blocks andreinforcement as for'Typical Details'

55 cover

1000

200 200

* N12 at 200 crs may be used instead of N16 at 400 crs

600min. lapFloor slab

reinforcement

Figure 6.1 Typical Basement Wall Supporting a Concrete Floor


27

6.3 TankingWhere it is required that the basement be kept dry,a proper tanking system needs to be installedbehind the wall before backfilling. An alternative tothis is to provide a drain and a false wall in front ofthe wall (see Figures 6.1 and 6.2).

Ag drain

NOTE:No tanking required

N12 at 400 crs

Timber floor

TYPICAL DETAILS ALTERNATIVE DETAILS

Timber floor

N16 at 200 crs*

190-thickblockwork

140-thickblockwork

290-thickblockwork

190-thickblockwork

290-thickblockwork



Pole plate fixed tobond beam

Drained cavity

False wall

Vertical reinforcement,N16 at 400 crs, central

Horizontal reinforcement,N12 at 400 crs

Tanking to backface of wall

One-course bond beamusing 20.20 knock-outblock with 1-N12 bar

55 cover

55 cover to back face

1500

300 300

600min. lapFloor slab

reinforcement

2700 max. toground level

1200

* N20 at 400 crs may be used instead of N16 at 200 crs

NOTE:Reinforcement as for'Typical Details'

Figure 6.2 Typical Basement Wall Supporting a Timber Floor


28

7 WeatherproofingRecommendationsfor Housing

7.1 Joint FinishingIt is essential that all mortar joints be filled to thedepth of the face shell and the surface compressedby tooling, leaving no voids. Ironing with an ironingtool of 12-mm diameter, 450-mm long, is generallysatisfactory. Particular care needs to be takenaround openings and window sills to ensure jointsare properly filled.

7.2 WeatherproofingApplication

It is recommended that a weatherproof coating beapplied to the outside of houses unlesswaterproofing additives have been incorporated intothe blocks and the mortar. Where waterproofing hasbeen incorporated into the blocks, consult with themanufacturer for advice and constructionspecifications.

It is also recommended that the weatherproofing beapplied before fixing downpipes, etc and before thewindows are installed. The weatherproofing needsto be taken around the window reveals. All coatingsmust be applied strictly in accordance with themanufacturer’s instructions.

Some alternative coating systems available include:■ Textured or architectural finishes. There are an

number of proprietary weatherproof coatingsystems available.

■ 100% acrylic-base exterior quality gloss paint.Three coats are recommended, applied by brushor roller. Suitable paints include Wattyl Solagard,Dulux Weathershield, and Taubmans All WeatherGloss.

■ Cement-based paint, eg Silasec. At least one fullcoat of cement-based paint followed by twocoats of 100% acrylic-based exterior-qualitygloss paint, is recommended.

■ Clear coatings. Clear coatings are NOT generallyrecommended but may be necessary forcoloured blockwork. If they are used then specialcare must be taken to ensure that there are nogaps or cracks that will allow water entry. Thesecoatings will also need more regularmaintenance.

7.3 Window InstallationPost fitting of windows is recommended inaccordance with Figure 7.1.

Lintel beam

Apply weatherproofcoating to all of theopening surroundbefore windowsare fixed intoposition

Ramset anchorsor equivalent



Sill unit

Bond beam

HEAD FIXING

JAMB FIXING

SILL FIXING

RECOMMENDED PROCEDURE

1 Weatherproof all of the external wall, including window reveals, before the windows are fixed

2 Fix windows with Ramset ED642 anchors, or equivalent. Before the anchor is inserted, the hole should be filled with sealant

3 Seal the whole perimeter of the window frame on the inside and the jamb and head sections on the outside, with Sikaflex 15LM or equivalent

4 Door frames are to be fixed and sealed as set out for windows, except the anchors should be Ramset ED655 or equivalent.

Weatherproofcoating

Weatherproofcoating

Weatherproofcoating

Weatherproofcoating

Weatherproofcoating


Sealant each sideof window frame



Sealant each sideof window frame

Sill flap on outside

Sealant on inside

Figure 7.1 Installation of Windows

Co

ncr

ete

Mas

on

ryWalling

ISBN 0 909407 46 0

March 2001

MA47

DESIGNED AND PRODUCED BY TECHMEDIA PUBLISHING PTY LTD + 61 2 9477 7766

Concrete Masonry Association of AustraliaQueensland Promotions Committee

IBM Centre 348 Edward Street Brisbane QLD 4000

Telephone 07 3831 3288

Besser Masonry85 Christensen Road Stapylton QLD 4207


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