Concrete Flag Pavements
Design and Construction Guide
Concrete Masonry
Walling
Single-Leaf Masonry
Design Manual
Concrete Masonry Association of Australia
Queensland Promotions Committee
Single-Leaf Masonry
Design Manual
Click on this heading to return to ‘Contents’
CONTENTS
Click on subject to go to it
1
INTRODUCTION
2
1.1
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
3
TABULAR DESIGN OF EXTERNAL WALLS
11
4
BRACING DESIGN
17
5
6
7
5
4.1
Method
17
4.2
Racking Forces
17
4.3
Bracing Wall Location
20
4.4
Bracing Wall Capacities
21
CONNECTION DETAILS
23
5.1
Truss Tie Down
23
5.2
Fixing to Gable Ends
25
5.3
Timber Floor Fixing
25
BASEMENT WALLS
26
6.1
General
26
6.2
Drainage
26
6.3
Tanking
27
WATERPROOFING RECOMMENDATIONS FOR HOUSING
28
7.1
Joint Finishing
28
7.2
Weatherproofing Application
28
7.3
Window Installation
28
Prepared by: Ron Marshall Consulting Pty Ltd
Disclaimer: The Concrete Masonry Association of Australia Limited is a non-profit organisation sponsored by the concrete
masonry industry in Australia to provide information on the many uses of concrete masonry products. Since the information
provided is intended for general guidance only and in no way replaces the service of professional consultants on particular
projects, 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 Concrete
Masonry Association of Australia (CMAA). It is recommended that advice be obtained from local CMAA members to adapt or
supplement information contained in this Guide.
Remember, when working with cement and concrete/mortar or manufactured or prefabricated concrete products, ALWAYS follow
the manufacturer's instructions and seek advice about working safely with the products from the manufacturer, your nearest
WorkCover Authority or Worksafe Australia.
1
Single-Leaf Masonry
Design Manual
1
Introduction
1.1
General
NOTE: Lintels are always designed to span the
full opening width.
■
Bond beams are provided at intermediate floor
and roof levels. The floor and ceiling systems are
connected to the bond beams and act as
diaphragms to transfer the racking forces
horizontally to bracing walls. Cathedral ceilings
with a slope exceeding 35° and unlined ceilings
do not act as a diaphragm unless wind bracing is
provided.
■
Uplift forces on the roof are resisted by
connecting the roof to bond beams and lintels
with connections designed to carry the uplift
forces. The bond beams span between vertical
reinforcement that transfers the uplift to the
foundations. A typical bond beam/lintel layout is
shown in Figure 1.1.
■
The amount of load applied to the top of the wall
is determined by the width of roof it supports.
This width (called Dimension “A”) is determined
in accordance with Figure 1.2.
This design manual has been prepared for the
Concrete Masonry Association of Australia,
Queensland Promotions Committee for use by
building designers. The information is intended
primarily for single-leaf concrete masonry houses,
but the tables are applicable to other buildings.
Designs for single-leaf buildings in this manual have
been provided on two levels. The first level is
simplified diagrams that are suitable for most
houses or for initial designs. Where the house is
more complex or it is required to fine-tune the
design, then the Tabular Design is provided.
1.2
Application of Designs
The design details in this manual are applicable to
buildings complying with the following:
■
The size of the building complies with the
geometric limitations given in Australian Standard
AS 4055–1992 Wind loads for housing, except
the floor-to-ceiling height, may go to 3.0 m with
the appropriate increase in applied forces.
■
The footings are in accordance with Local
Authority requirements with starter bars cast in
and lapping with all vertical reinforcement in the
walls.
■
Grouted reinforced cores provide the bending
strength to resist the wind pressure on the
external walls by spanning vertically between
floors or a floor and a roof. Vertical wall
reinforcement is anchored into bond beams.
Figure 1.1 shows a typical layout of wall
reinforcement
■
'A1'
Load and
tie-down
point '1'
Figure 1.2
'A2'
'A3'
Load and
tie-down
point '3'
Load and
tie-down
point '2'
Determination of Dimension “A”
Wind loads on openings are transferred to the
side of the opening or to a central frame or
mullions in the opening. Where there is no central
frame or mullion, such as a roller door or similar,
the effective “opening width” for wall design will
be the full opening size. Where there is central
frames or mullions, the “opening width” for wall
design is the width of the panel adjacent to the
edge of the opening.
Lintel reinforcement
Bond beam reinforcement
Opening
Lintel reinforcement
Window
Opening
Pier between
openings
Bar at corners
Figure 1.1
Reinforced cores at
sides of all openings
Vertical bars in grouted
cores spaced along wall
Typical Wall and Reinforcement Layout
2
One-course bond beam
under all windows
Single-Leaf Masonry
Design Manual
1.3
Material Properties
1.4
The design tables in this Manual are based on
materials 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
140
or 190
1-N16 bar
1.5
60 to
bar bottom
Minimum
1-N12 bar
Knock-out
bond beam
block
Typical Details
Typical details for various components are shown in
Figures 1.3 to 1.7. Where an N16 bar is required in
the details, 2-N12 bars may be used as an
alternative.
140
or 190
60 to
bar bottom
Earthquake Loading
Buildings designed for wind loading N2 and greater
will satisfy Earthquake Design Categories H1 and
H2, applicable in Queensland.
260
to bar
bottom
Minimum
1-N12 bar
Knock-out
bond beam
blocks
Standard
blocks
140
or 190
Minimum
1-N12 bar
Knock-out
block
460
to bar
bottom
Standard
block
Minimum
1-N12 bar
Knock-out block
Standard
blocks
TYPE 1
Figure 1.3
60 to
bar bottom
Standard blocks
TYPE 2
TYPE 3
Typical Details for Bond Beams Supporting a Roof
Wall vertical
reinforcement
above floor level
Wall vertical
reinforcement
above floor level
Starter-bars at same size
and location as wall vertical
reinforcement, lapped 450 min.
Vertical wall reinforcement above
floor level, lapped 450 min. with
reinforcement from below
Wall vertical reinforcement from below
floor level bent into top face of floor slab
1-N12 bar
1-N12 bar
1-course
bond beam using
knock-out block
1-course
bond beam using
knock-out block
Block saw-cut at floor soffit level
CONCRETE FLOOR
Figure 1.4
Bearer bolted to bond beam
TIMBER FLOOR
Typical Details for Bond Beams Supporting a Floor
Wall vertical reinforcement
Starter-bars at same
size and location as wall
vertical reinforcement,
lapped 450 min.
Floor slab
reinforcement
Wall vertical reinforcement
Wall vertical reinforcement
Starter-bars at same size
and location as wall vertical
reinforcement, lapped 450 min.
Floor slab reinforcement
L6 ties at 600 centres
Integral footing
Strip footing
Starter-bars at same
size and location as wall
vertical reinforcement,
lapped 450 min.
Floor slab
reinforcement
Knock-out block with
inside face removed
L8 or N10 ties at
600 centres
Strip footing
Figure 1.5
Typical Details of Connections to Footings
3
Single-Leaf Masonry
Design Manual
Top reinforcement
carried beyond the support
140*
or 190
Bottom reinforcement
carried beyond the support
60 to
bar bottom
1-N12, N16 or N20 bar
3/4 lintel
block*
L8 fitments at 150 crs
with N16 & N20 bars
290
L8 fitments at 150 crs for full width of opening
with N16 & N20 bars
1-N12, N16 or N20 bar
Top reinforcement
carried beyond the support
290
* for 140-mm-thick walls, use 15.02
block cut on site and turned on end
Cut out end
and web
NOTE: For required
bar size, see Tables
3.5, 3.6 and 3.7
TYPE A – TYPICAL ELEVATION
215
to bar
bottom
290
15.02 block
TYPE A – SECTION
140
or 190
Bottom reinforcement
carried beyond the support
60 to
bar bottom
1-N12, N16 or N20 bar
390
L8 fitments at 200 crs for full width of opening
with N16 & N20 bars
L8 fitments at 200 crs
with N16 & N20 bars
Knock-out
block
1-N12, N16 or N20 bar
Lintel block
260
to bar
bottom
390
NOTE: For required
bar size, see Tables
3.5, 3.6 and 3.7
TYPE B – SECTION
TYPE B – TYPICAL ELEVATION
Top reinforcement
carried beyond the support
140
or 190
Bottom reinforcement
carried beyond the support
60 to
bar bottom
1-N12, N16 or N20 bar
Knock-out
block
590
L8 fitments at 200 crs
with N16 & N20 bars
L8 fitments at 200 crs for full width of opening
with N16 & N20 bars
Standard
block
1-N12, N16 or N20 bar
Lintel block
NOTE: For required
bar size, see Tables
3.5, 3.6 and 3.7
TYPE C – SECTION
TYPE C – TYPICAL ELEVATION
Figure 1.6
Typical Details for Lintels Supporting a Roof
140
or 190
1-N16 bar
or 1-N20 bar
Knock-out
block
Lintel block
L8 fitments
at 200 crs
1-N16 bar
or 1-N20 bar
140
or 190
60 to
bar bottom
315
to bar
bottom
1-N16 bar
or 1-N20 bar
Knock-out
block
390
Standard
block
L8 fitments
at 200 crs
NOTE: For required
bar size, see Table 3.8
Figure 1.7
515
to bar
bottom
Lintel block
1-N16 bar
or 1-N20 bar
TYPE BB – TYPICAL SECTION
60 to
bar bottom
NOTE: For required
bar size, see Table 3.8
TYPE CC – TYPICAL SECTION
Details of Lintels Supporting Timber Floors
4
590
460
to bar
bottom
590
Single-Leaf Masonry
Design Manual
2
Table 2.1
Simplified Design
of External Walls
For earthquake classifications H1, H2 and H3, the
details given for wind category N2 are suitable. The
lintel details are only suitable for standard roof truss
loading. Where there is either floor loadings or
girder-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.
1-N16
L8 fitments
at 150 crs
Leaf
thickness
(mm)
Wind
Classification
Wall
height
(mm)
Page
number
2.1
2.2
2.3
140
140
140
N1, N2 & N3
N1, N2 & N3
N1, N2 & N3
2400
2500
2700
5
5
6
2.4
2.5
140
140
N4 & C1
N4 & C1
2400
2700
6
7
2.6
2.7
140
140
N5 & C2
N5 & C2
2500
2700
7
7
2.8
2.9
2.10
190
190
190
N1, N2 & N3
N1, N2 & N3
N1, N2 & N3
2400
2500
2700
8
8
9
2.11
2.12
190
190
N4 & C1
N4 & C1
2400
2700
9
10
2.13
2.14
190
190
N5 & C2
N5 & C2
2500
2700
10
10
Figure
number
External wall reinforcement may be detailed using
Figures 2.1 to 2.14 for the wind classification and
dimensional limitations as noted on the drawings
and summarised in Table 2.1.
Summary of Design Parameters
L8 fitments
at 150 crs
300
1-N16
1-N16
300
1-N16
2400
1-N12
1-N12 at edge of opening
1-N12 at corners
600
Figure 2.1
2400
2-N12 in
400 x 150 pier
400
1-N12
at edge
of opening
1-N12 at
2000 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 at edge of
all openings
2400 maximum
Wall Reinforcement for 140-mm Leaf for Wind Classifications N1, N2 and N3 and
2400-mm Wall Height
1-N16
L8 fitments
at 200 crs
L8 fitments
at 200 crs
400
1-N16
1-N16
400
1-N16
2500
1-N12
1-N12 at edge of opening
1-N12 at corners
600
Figure 2.2
2400
2-N12 in
400 x 150 pier
400
1-N12
at edge
of opening
1-N12 at
2000 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 at edge of
all openings
3000 maximum
Wall Reinforcement for 140-mm Leaf for Wind Classifications N1, N2 and N3 and
2500-mm Wall Height
5
Single-Leaf Masonry
Design Manual
1-N12
1-N12
1-N16
600
1-N12
600
1-N12
2700
1-N12
1-N12 at edge of opening
1-N12 at corners
600
2400
2-N12 in
400 x 150 pier
400
1-N12 at
2000 crs
in wall
1-N12
at edge
of opening
NOTE: Drawing not to scale
2400
1-N12 at edge of
all openings
3000 maximum
DOUBLE GARAGE WITH PIER
1-N16
L8 fitments at 200 crs
1-N16
600
1-N12
600
1-N12
1-N20
2700
1-N12
1-N12 at edge of opening
1-N12 at corners
600
1-N12
at edge
of opening
1-N12 at
2000 crs
in wall
NOTE: Drawing not to scale
5400
1-N12 at edge of
all openings
3000 maximum
DOUBLE GARAGE WITHOUT PIER
Figure 2.3
Wall Reinforcement for 140-mm Leaf for Wind Classifications N1, N2 and N3 and
2700-mm Wall Height
1-N16
L8 fitments
at 150 crs
1-N16
300
L8 fitments
at 150 crs
1-N16
300
1-N16
1-N16
1-N16
2400
1-N12
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.4
2400
2-N12 in
400 x 150 pier
400
2-N12 at
openings
≤ 2.4 m
1-N12 at
1800 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 for openings
≤ 1.2 m, 2-N12 for
> 1.2 m ≤ 2.4 m
2400 maximum
Wall Reinforcement for 140-mm Leaf for Wind Classifications N4 and C1 and
2400-mm Wall Height
6
Single-Leaf Masonry
Design Manual
1-N20
L8 fitments at 200 crs
600
1-N20
1-N12
1-N12
1-N12
1-N12
600
2700
1-N12
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.5
3-N12
at edge
of opening
1-N12 at
1400 crs
in wall
NOTE: Drawing not to scale
5400
1-N12 for openings
≤ 1.2 m, 2-N12 for
> 1.2 m ≤ 3.0 m
3000 maximum
Wall Reinforcement for 140-mm Leaf for Wind Classifications N4 and C1 and
2700-mm Wall Height
1-N16
L8 fitments
at 200 crs
1-N16
400
L8 fitments
at 200 crs
1-N16
400
1-N16
1-N16
1-N16
2500
600 x 300 T-pier
1-N12
1-N16 in stem of pier
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.6
2400
2-N12 in face of pier
600
2-N12 at
edge of
opening
1-N12 at
1200 crs
in wall
NOTE: Drawing not to scale
2400
2-N12 at edges of
openings
2400 maximum
Wall Reinforcement for 140-mm Leaf for Wind Classifications N5 and C2 and
2500-mm Wall Height
1-N12
1-N12
1-N12
600
1-N12
1-N12
600
1-N12
2700
600 x 300 T-pier
1-N12
1-N16 in stem of pier
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.7
2400
2-N12 in face of pier
600
3-N12 at
openings
≤ 2.4 m
1-N12 at
1000 crs
in wall
NOTE: Drawing not to scale
2400
2-N12 for openings
≤ 1.8 m, 3-N12 for
> 1.8 m ≤ 2.4 m
2400 maximum
Wall Reinforcement for 140-mm Leaf for Wind Classifications N5 and C2 and
2700-mm Wall Height
7
Single-Leaf Masonry
Design Manual
1-N16
L8 fitments
at 150 crs
L8 fitments
at 150 crs
300
1-N16
300
1-N16
1-N16
2400
1-N12
1-N12 at edge of opening
1-N12 at corners
600
Figure 2.8
2400
2-N12 in
400 x 200 pier
400
1-N12
at edge
of opening
1-N12 at
2000 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 at edge of
all openings
2400 maximum
Wall Reinforcement for 190-mm Leaf for Wind Categories N1, N2 and N3 and
2400-mm Wall Height
1-N12
1-N16
400
L8 fitments
at 200 crs
1-N16
400
1-N12
1-N16
2500
1-N12
1-N12 at edge of opening
1-N12 at corners
600
Figure 2.9
2400
2-N12 in
400 x 200 pier
400
1-N12
at edge
of opening
1-N12 at
2000 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 at edge of
all openings
3000 maximum
Wall Reinforcement for 190-mm Leaf for Wind Categories N1, N2 and N3 and
2500-mm Wall Height
8
Single-Leaf Masonry
Design Manual
1-N12
1-N12
600
1-N12
600
1-N12
2700
1-N12
1-N12 at edge of opening
1-N12 at corners
600
2400
2-N12 in
400 x 200 pier
400
1-N12
at edge
of opening
1-N12 at
2000 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 at edges
of openings
3000 maximum
DOUBLE GARAGE WITH PIER
1-N16
L8 fitments at 200 crs
1-N12
600
600
1-N12
1-N20
2700
1-N12
1-N12 (if near corner)
1-N12 at corners
600
2-N12
at edge
of opening
1-N12 at
2000 crs
in wall
NOTE: Drawing not to scale
5400
1-N12 at edges
of openings
3000 maximum
DOUBLE GARAGE WITHOUT PIER
Figure 2.10
Wall Reinforcement for 190-mm Leaf for Wind Classifications N1, N2 and N3 and
2700-mm Wall Height
1-N16
L8 fitments
at 150 crs
1-N16
300
L8 fitments
at 150 crs
1-N16
300
1-N16
1-N16
1-N16
2400
1-N12
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.11
2400
2-N12 in
400 x 200 pier
400
1-N12 at
1800 crs
in wall
1-N12 at edges of
openings
NOTE: Drawing not to scale
3000 maximum
1-N12 at
edge of
opening
2400
Wall Reinforcement for 190-mm Leaf for Wind Classifications N4 and C1 and
2400-mm Wall Height
9
Single-Leaf Masonry
Design Manual
1-N20
L8 fitments at 200 crs
600
1-N20
1-N12
1-N12
1-N12
1-N12
600
2700
1-N12
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.12
2-N12
at edge
of opening
1-N12 at
1800 crs
in wall
NOTE: Drawing not to scale
5400
1-N12 for openings
≤ 1.8 m, 2-N12 for
> 1.8 m ≤ 3.0 m
3000 maximum
Wall Reinforcement for 190-mm Leaf for Wind Classifications N4 and C1 and
2700-mm Wall Height
1-N16
L8 fitments
at 200 crs
1-N16
400
L8 fitments
at 200 crs
1-N16
400
1-N16
1-N16
1-N16
2500
1-N12
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.13
2400
2-N12 in
600 x 200 pier
600
2-N12 at
openings
≤ 2.4 m
1-N12 at
1600 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 for openings
≤ 1.2 m, 2-N12 for
> 1.2 m ≤ 2.4 m
2400 maximum
Wall Reinforcement for 190-mm Leaf for Wind Classifications N5 and C2 and
2500-mm Wall Height
1-N12
600
1-N12
1-N12
1-N12
1-N12
1-N12
600
2700
1-N12
1-N12 (if near corner)
1-N12 at corners
600
Figure 2.14
2400
2-N12 in
600 x 200 pier
600
2-N12 at
openings
≤ 2.4 m
1-N12 at
1400 crs
in wall
NOTE: Drawing not to scale
2400
1-N12 for openings
≤ 1.2 m, 2-N12 for
> 1.2 m ≤ 2.4 m
2400 maximum
Wall Reinforcement for 190-mm Leaf for Wind Classifications N5 and C2 and
2700-mm Wall Height
10
Single-Leaf Masonry
Design Manual
3
Tabular Design of
External Walls
The member sizes, reinforcement and general
detailing can be determined from the Figures and
Tables referred to in the following steps:
Step 1
1.1
Size and Distribution of Vertical Reinforcement
Maximum reinforcement spacing along walls
DETAILING
DESIGN
COMMENTARY
Table 3.1
(page 12)
Table 3.1
(page 12)
The amount of wall supported by a reinforced core is half the distance to the adjacent reinforced
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.
1.2
Reinforcement in piers between openings
DETAILING
DESIGN
COMMENTARY
Table 3.2
(page 12)
Table 3.2
(page 12)
Where there is a pier between two openings, determine the size and reinforcement required in the
pier by adding the opening widths together and referring to Table 3.2.
1.3
Reinforcement beside openings
DETAILING
DESIGN
COMMENTARY
Table 3.3
(page 13)
Table 3.3
(page 13)
The maximum opening size depends on the wind area and the reinforcement beside the opening.
Use Table 3.3 to determine the reinforcement size and details.
1.4
Maximum reinforcement spacing adjacent to openings
DETAILING
DESIGN
COMMENTARY
Table 3.4
(page 13)
Table 3.4
(page 13)
The maximum distance to the first rod from the side of an opening depends on the opening size and
the reinforcement at the edge of the opening. Use Table 3.4 to determine to determine spacing.
1.5
Reinforcement at girder trusses
DETAILING
DESIGN
COMMENTARY
–
–
Place a vertical bar within 100 mm of all girder trusses.
Step 2
2.1
Reinforcement and Details of Lintels
Lintels supporting roofs
DETAILING
DESIGN
COMMENTARY
Figure 1.6
(page 4)
Table 3.5
(page 14)
Table 3.6
(page 15)
Table 3.7
(page 16)
For standard trusses, the maximum amount of roof that can be carried is given in Table 3.5 (metal
roofs} and Table 3.6 (tile roofs). Where possible, girder trusses landing on a lintel should be
avoided, even over small openings, and not permitted over long openings. Where girder trusses
landing on lintels cannot be avoided, Table 3.7 gives the maximum area of roof, including any
standard trusses, that can be carried by the lintel.
2.2
Lintels supporting floors
DETAILING
DESIGN
COMMENTARY
Figure 3.1
(page 16)
Table 3.8
(page 16)
The maximum amount of supported floor width to be carried by a lintel is given in Table 3.8.
Step 3
3.1
Reinforcement and Details of Bond Beams
Bond beams supporting roofs
DETAILING
DESIGN
COMMENTARY
Figure 1.3
(page 3)
Table 3.9
(page 16)
Roof bond beam acting vertically transfers uplift forces from the roof trusses to the
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 a
girder truss lands on the bond beam, a tie-down rod must be placed within 100 mm of the truss.
3.2
Bond beams supporting floors
DETAILING
DESIGN
COMMENTARY
Figure 1.4
(page 3)
Use
1-N12 bar
Bond Beams supporting floors need only to provide positive attachment for the floor. Normally one
course deep with 1-N12 bar will be sufficient.
11
Single-Leaf Masonry
Design Manual
Table 3.1
Selection and Detailing of Maximum Reinforcement Spacing Along Walls
Maximum sum of adjacent bar spacing, s1 + s2 (m)
Wall details
140 or
190
1-N12 bar in
grouted core
1-N12 bar in
grouted core
s1
190
s2
1-N16 bar in
grouted core
1-N16 bar in
grouted core
s1
Table 3.2
1-N12 bar in
grouted core
1-N16 bar in
grouted core
s2
Wind
Class.
140-mm-leaf wall
Wall height (m)
2.4 2.7 3.0 3.3 3.6
190-mm-leaf wall
Wall height (m)
2.4 2.7 3.0 3.3 3.6
N2
N3
N4
N5
N6
4.0
4.0
3.7
2.6
–
4.0
4.0
2.9
2.0
–
4.0
3.5
2.4
1.6
–
4.0
2.9
2.0
–
–
3.8
2.4
1.6
–
–
4.0
4.0
4.0
3.6
2.7
4.0
4.0
4.0
2.9
2.1
4.0
4.0
3.3
2.3
1.7
4.0
4.0
2.8
1.9
–
4.0
3.4
2.3
1.6
–
C1
C2
C3
C4
4.0
2.7
1.9
–
3.2
2.2
–
–
2.6
1.7
–
–
2.1
–
–
–
1.8
–
–
–
4.0
3.9
2.7
2.0
4.0
3.0
2.1
1.6
3.7
2.5
1.7
–
3.0
2.0
–
–
2.5
1.7
–
–
N2
N3
N4
N5
N6
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
3.7
4.0
4.0
4.0
4.0
3.0
4.0
4.0
4.0
3.3
2.5
4.0
3.4
4.0
2.8
2.1
C1
C2
C3
C4
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
4.0
4.0
4.0
3.4
4.0
4.0
3.7
2.7
4.0
4.0
3.0
2.2
4.0
3.6
2.5
1.8
4.0
3.0
2.1
1.5
Selection and Detailing of Pier Reinforcement
Wind
Class.
Maximum allowable sum of openings, w1 + w2 (m)
140-mm-leaf wall
190-mm-leaf wall
Wall height (m)
Wall height (m)
2.4 2.7 3.0 3.3 3.6
2.4 2.7 3.0 3.3 3.6
1-N12 bar
in grouted
core
N2
N3
N4
N5
N6
5.2
3.2
2.0
–
–
4.0
2.5
–
–
–
3.2
1.9
–
–
–
2.6
–
–
–
–
2.1
–
–
–
–
9.9
6.3
4.1
2.7
1.9
7.7
4.9
3.1
2.1
–
6.2
3.9
2.5
–
–
5.0
3.1
2.0
–
–
4.2
2.6
–
–
–
w2
C1
C2
C3
C4
2.3
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
4.5
2.9
1.9
–
3.5
2.2
–
–
2.8
–
–
–
2.2
–
–
–
1.8
–
–
–
N2
N3
N4
N5
N6
10.8
6.8
4.4
2.9
1.9
8.5
5.3
3.3
2.1
–
6.7
4.2
2.6
–
–
5.5
3.3
2.0
–
–
4.5
2.7
–
–
–
10.8
10.8
8.4
5.7
4.0
10.8
10.0
6.5
4.4
3.0
10.8
8.0
5.2
3.4
2.4
10.4
6.5
4.2
2.7
1.8
8.6
5.4
3.4
2.2
–
C1
C2
C3
C4
4.9
3.1
2.0
–
3.7
2.3
–
–
2.9
1.8
–
–
2.3
–
–
–
1.8
–
–
–
9.4
6.1
4.0
2.8
7.3
4.7
3.1
2.1
5.8
3.6
2.4
–
4.7
2.9
1.9
–
3.8
2.4
–
–
N2
N3
N4
N5
N6
10.8
10.8
10.8
10.8
–
10.8
10.8
10.8
10.8
–
10.8
10.8
10.8
8.9
–
10.8
10.8
10.7
7.3
–
10.8
10.8
8.9
6.0
–
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
9.2
C1
C2
C3
C4
10.8
10.8
10.4
–
10.8
10.8
8.1
–
10.8
9.6
6.4
–
10.8
7.8
5.2
–
9.9
6.4
4.3
–
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
10.8
9.9
10.8
10.8
10.8
8.0
10.8
10.8
9.3
6.7
Pier details
140 or
190
w1
190
2-N12 bars
in grouted cores
140 or
190
w1
390
w2
190
Medium-duty
ties at 400 crs
1-N16 bar
290
140
2-N12 bars
w1
140-mm-LEAF WALL
590
w2
190
Medium-duty
ties at 400 crs
1-N16 bar
390
190
2-N12 bars
w1
590
w2
190-mm-LEAF WALL
12
Single-Leaf Masonry
Design Manual
Table 3.3
Selection and Detailing of Reinforcement Beside Openings
Maximum allowable opening size, w1 (m)
Opening details
1-N12 bar in
grouted core
140 or
190
1-N12 bar in
grouted core
w1
2-N12 bars in
grouted cores
140 or
190
2-N12 bars in
grouted cores
w1
2-N16 bars in
grouted cores
190
2-N16 bars in
grouted cores
w1
Table 3.4
Wind
Class.
140-mm-leaf wall
Wall height (m)
2.4 2.7 3.0 3.3 3.6
190-mm-leaf wall
Wall height (m)
2.4 2.7 3.0 3.3 3.6
N2
N3
N4
N5
N6
5.4
4.6
2.9
1.9
–
5.4
3.5
2.2
1.3
–
4.6
2.8
1.7
1.0
–
3.7
2.2
1.3
–
–
3.0
1.7
1.0
–
–
5.4
5.4
4.5
2.9
2.0
5.4
5.3
3.4
2.2
1.4
5.4
4.2
2.6
1.7
1.1
5.4
3.4
2.1
1.3
–
4.6
2.7
1.7
1.0
–
C1
C2
C3
C4
3.3
2.0
1.2
–
2.5
1.5
–
–
1.9
1.1
–
–
1.5
–
–
–
1.1
–
–
–
5.0
3.2
2.0
1.3
3.8
2.4
1.5
0.9
3.0
1.8
1.1
–
2.4
1.4
–
–
1.9
1.1
–
–
N2
N3
N4
N5
N6
5.4
5.4
5.4
3.7
–
5.4
5.4
4.3
2.7
–
5.4
5.4
3.3
2.0
–
5.4
4.3
2.6
1.5
–
5.4
3.5
2.0
1.1
–
5.4
5.4
5.4
5.4
4.0
5.4
5.4
5.4
4.4
3.0
5.4
5.4
5.3
3.4
2.2
5.4
5.4
4.2
2.6
1.6
5.4
5.4
3.4
2.0
1.2
C1
C2
C3
C4
5.4
4.0
2.5
–
4.9
3.0
1.8
–
3.8
2.2
1.2
–
2.9
1.7
–
–
2.3
1.2
–
–
5.4
5.4
4.1
2.7
5.4
4.7
3.0
1.9
5.4
3.7
2.2
1.4
4.7
2.8
1.7
1.0
3.8
2.2
1.2
–
N2
N3
N4
N5
N6
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
5.4
5.4
5.4
5.4
5.4
5.4
5.4
5.4
5.4
5.4
5.4
5.4
5.4
5.4
4.2
5.4
5.4
5.4
4.9
3.3
5.4
5.4
5.4
3.9
2.6
C1
C2
C3
C4
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
5.4
5.4
5.4
5.0
5.4
5.4
5.4
3.8
5.4
5.4
4.2
2.9
5.4
5.2
3.3
2.2
5.4
4.2
2.6
1.7
Selection and Detailing of Maximum Reinforcement Spacing Adjacent to Openings
Maximum adjacent bar spacing plus opening, s1 + w1(m)
Wall and opening details
140 or
190
1-N12 bar in
grouted core
s1
140 or
190
1-N12 bar in
grouted core
s1
190
1-N16 bar in
grouted core
s1
1-N12 bar in
grouted core
w1
2-N12 bars in
grouted cores
w1
2-N16 bars in
grouted cores
w1
Wind
Class.
140-mm-leaf wall
Wall height (m)
2.4 2.7 3.0 3.3 3.6
190-mm-leaf wall
Wall height (m)
2.4 2.7 3.0 3.3 3.6
N2
N3
N4
N5
N6
7.4
5.0
3.3
2.3
–
6.2
3.9
2.6
1.7
–
5.0
3.2
2.1
1.4
–
4.1
2.6
1.7
–
–
3.4
2.1
1.4
–
–
7.4
7.3
4.9
3.3
2.4
7.4
5.7
3.8
2.6
1.8
7.2
4.6
3.0
2.1
1.5
5.9
3.8
2.5
1.7
–
5.0
3.1
2.1
1.4
–
C1
C2
C3
C4
3.7
2.4
1.2
–
2.9
1.9
–
–
2.3
1.5
–
–
1.9
–
–
–
1.5
–
–
–
5.4
3.6
2.4
1.7
4.2
2.8
1.9
1.3
3.4
2.2
1.5
–
2.8
1.8
–
–
2.3
1.5
–
–
N2
N3
N4
N5
N6
7.4
7.4
6.2
4.1
–
7.4
7.4
4.7
3.1
–
7.4
5.8
3.7
2.4
–
7.4
4.7
3.0
1.9
–
6.3
3.9
2.4
1.5
–
7.4
7.4
7.4
6.2
4.4
7.4
7.4
7.4
4.8
3.4
7.4
7.4
5.7
3.8
2.6
7.4
7.1
4.6
3.0
2.0
7.4
5.9
3.8
2.4
1.6
C1
C2
C3
C4
6.9
4.4
2.9
–
5.3
3.4
2.2
–
4.2
2.6
1.6
–
3.3
2.1
–
–
2.7
1.6
–
–
7.4
6.7
4.5
3.1
7.4
5.1
3.4
2.3
6.3
4.1
2.6
1.8
5.1
3.2
2.1
1.4
4.2
2.6
1.6
–
N2
N3
N4
N5
N6
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
7.4
7.4
7.4
7.4
7.4
7.4
7.4
7.4
7.4
5.8
7.4
7.4
7.4
6.5
4.6
7.4
7.4
7.4
5.3
3.7
7.4
7.4
6.5
4.3
3.0
C1
C2
C3
C4
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
–
7.4
7.4
7.4
5.4
7.4
7.4
5.9
4.2
7.4
7.0
4.6
3.3
7.4
5.6
3.7
2.6
6.8
4.6
3.0
2.1
13
Single-Leaf Masonry
Design Manual
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
(1)
Wind Opening Type A with:
class. (m)
N12 N16 N20
Type B(1) with:
N12 N16 N20
Type C(1) with:
N12 N16 N20
Type A(1) with:
N12 N16 N20
Type B(1) with:
N12 N16 N20
Type C(1) with:
N12 N16 N20
N1
and
N2
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
9.0
9.0
8.5
6.3
5.0
–
–
–
–
9.0
9.0
9.0
9.0
8.5
–
–
–
–
9.0
9.0
9.0
9.0
8.5
–
–
–
–
9.0
9.0
9.0
7.7
6.1
4.2
2.7
–
–
9.0
9.0
9.0
9.0
9.0
8.3
5.6
–
–
9.0
9.0
9.0
9.0
9.0
9.0
6.3
–
–
9.0
9.0
9.0
9.0
9.0
8.4
5.5
3.7
2.5
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.5
6.4
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
7.9
5.0
–
–
–
–
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
6.1
3.7
2.1
–
–
9.0
9.0
9.0
9.0
9.0
8.2
5.4
–
–
9.0
9.0
9.0
9.0
9.0
9.0
8.5
–
–
9.0
9.0
9.0
9.0
9.0
7.6
4.7
2.9
1.6
9.0
9.0
9.0
9.0
9.0
9.0
9.0
7.8
5.7
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
N3
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
9.0
8.2
6.6
5.3
4.5
–
–
–
–
9.0
9.0
9.0
9.0
8.3
–
–
–
–
9.0
9.0
9.0
9.0
8.3
–
–
–
–
9.0
9.0
9.0
7.7
6.1
4.2
2.7
–
–
9.0
9.0
9.0
9.0
9.0
8.3
5.6
–
–
9.0
9.0
9.0
9.0
9.0
9.0
6.3
–
–
9.0
9.0
9.0
9.0
9.0
8.4
5.5
3.7
2.5
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.5
6.4
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.7
6.9
5.0
–
–
–
–
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
6.1
3.7
2.1
–
–
9.0
9.0
9.0
9.0
9.0
8.2
5.4
–
–
9.0
9.0
9.0
9.0
9.0
9.0
8.5
–
–
9.0
9.0
9.0
9.0
9.0
7.6
4.7
2.9
1.6
9.0
9.0
9.0
9.0
9.0
9.0
9.0
7.8
5.7
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
N4
and
C1
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
7.4
5.7
4.6
3.6
3.1
–
–
–
–
9.0
9.0
9.0
8.0
5.7
–
–
–
–
9.0
9.0
9.0
8.0
5.7
–
–
–
–
9.0
9.0
6.7
5.3
4.5
3.9
2.7
–
–
9.0
9.0
9.0
9.0
8.8
6.6
5.0
–
–
9.0
9.0
9.0
9.0
9.0
8.6
6.3
–
–
9.0
9.0
9.0
8.4
7.8
6.6
5.1
3.7
2.5
9.0
9.0
9.0
9.0
9.0
9.0
8.3
6.7
5.7
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.1
9.0
7.5
6.0
4.8
3.9
–
–
–
–
9.0
9.0
9.0
8.7
6.3
–
–
–
–
9.0
9.0
9.0
9.0
7.8
–
–
–
–
9.0
9.0
9.0
7.7
5.6
3.7
2.1
–
–
9.0
9.0
9.0
9.0
8.3
7.0
5.3
–
–
9.0
9.0
9.0
9.0
9.0
9.0
7.5
–
–
9.0
9.0
9.0
9.0
8.2
7.0
4.7
2.9
1.6
9.0
9.0
9.0
9.0
9.0
9.0
8.7
7.1
6.1
9.0
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.7
N5
and
C2
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
4.3
3.4
2.7
2.1
1.8
–
–
–
–
9.0
9.0
8.1
4.7
3.4
–
–
–
–
9.0
9.0
8.1
4.7
3.4
–
–
–
–
6.7
5.3
3.9
3.1
2.6
2.3
2.0
–
–
9.0
9.0
9.0
7.3
5.2
3.9
2.9
–
–
9.0
9.0
9.0
9.0
6.8
5.0
3.8
–
–
9.0
9.0
7.2
5.5
4.6
3.9
3.0
2.5
2.1
9.0
9.0
9.0
9.0
8.7
6.5
4.9
4.0
3.4
9.0
9.0
9.0
9.0
9.0
9.0
7.1
5.7
4.8
5.7
4.4
3.5
2.8
2.3
–
–
–
–
9.0
9.0
8.7
5.1
3.7
–
–
–
–
9.0
9.0
9.0
6.4
4.6
–
–
–
–
9.0
7.0
5.2
4.1
3.3
2.5
2.0
–
–
9.0
9.0
9.0
7.0
5.5
4.1
3.1
–
–
9.0
9.0
9.0
9.0
7.9
5.9
4.4
–
–
9.0
9.0
9.0
7.4
5.4
4.1
3.2
2.6
1.6
9.0
9.0
9.0
9.0
9.0
6.8
5.1
4.2
3.6
9.0
9.0
9.0
9.0
9.0
9.0
7.5
6.0
5.1
N6
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
4.1
3.2
2.5
2.0
1.6
–
–
–
–
9.0
9.0
6.3
3.7
2.7
–
–
–
–
9.0
9.0
7.9
4.6
3.3
–
–
–
–
6.3
5.1
3.8
3.0
2.4
1.8
1.4
–
–
9.0
9.0
9.0
5.5
3.9
3.0
2.3
–
–
9.0
9.0
9.0
8.0
5.7
4.3
3.2
–
–
9.0
9.0
6.9
5.3
3.9
3.0
2.3
1.9
1.6
9.0
9.0
9.0
9.0
6.5
4.9
3.7
3.0
2.6
9.0
9.0
9.0
9.0
9.0
7.2
5.4
4.4
3.7
C3
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
3.8
2.9
2.3
1.9
1.5
–
–
–
–
9.0
9.0
5.8
3.4
2.4
–
–
–
–
9.0
9.0
7.3
4.2
3.0
–
–
–
–
5.8
4.7
3.5
2.7
2.2
1.7
1.3
–
–
9.0
9.0
8.7
5.1
3.6
2.7
2.1
–
–
9.0
9.0
9.0
7.4
5.3
3.9
2.9
–
–
9.0
9.0
6.4
4.9
3.6
2.7
2.1
1.8
1.5
9.0
9.0
9.0
8.4
6.0
4.5
3.4
2.8
2.4
9.0
9.0
9.0
9.0
8.9
6.6
5.0
4.0
3.4
C4
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
2.7
2.1
1.7
1.4
1.2
–
–
–
–
9.0
7.1
4.2
2.5
1.8
–
–
–
–
9.0
9.0
5.3
3.1
2.2
–
–
–
–
4.3
3.4
2.5
2.0
1.6
1.2
1.0
–
–
9.0
9.0
6.3
3.7
2.7
2.0
1.5
–
–
9.0
9.0
9.0
5.4
3.8
2.9
2.1
–
–
8.8
7.4
4.6
3.6
2.6
2.0
1.5
1.3
1.1
9.0
9.0
9.0
6.1
4.4
3.3
2.5
2.0
1.7
9.0
9.0
9.0
9.0
6.5
4.8
3.6
2.9
2.5
'A1'
Lintel '1'
'A2'
Lintel '2'
Standard truss with metal roofing
(1) See Figure 1.6 (page 4) for details
14
Single-Leaf Masonry
Design Manual
Table 3.6
Selection of Lintels Supporting Standard Trusses with Tile Roofing Material
Maximum allowable value of dimension ‘A’ (m)
140-mm-wide lintels
190-mm-wide lintels
(1)
Wind Opening Type A with:
class. (m)
N12 N16 N20
Type B(1) with:
N12 N16 N20
Type C(1) with:
N12 N16 N20
Type A(1) with:
N12 N16 N20
Type B(1) with:
N12 N16 N20
Type C(1) with:
N12 N16 N20
N1
and
N2
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
9.0
7.0
4.9
3.7
2.9
–
–
–
–
9.0
9.0
9.0
7.4
4.9
–
–
–
–
9.0
9.0
9.0
7.4
4.9
–
–
–
–
9.0
9.0
6.2
4.5
3.6
2.5
1.5
–
–
9.0
9.0
9.0
9.0
7.0
4.8
3.3
–
–
9.0
9.0
9.0
9.0
7.7
5.3
3.7
–
–
9.0
9.0
9.0
9.0
7.2
4.9
3.2
2.2
1.5
9.0
9.0
9.0
9.0
9.0
9.0
6.7
5.0
3.8
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.1
6.4
9.0
9.0
6.4
4.6
2.9
–
–
–
–
9.0
9.0
9.0
8.5
5.6
–
–
–
–
9.0
9.0
9.0
9.0
6.7
–
–
–
–
9.0
9.0
8.0
5.7
3.5
2.2
1.2
–
–
9.0
9.0
9.0
9.0
7.1
4.8
3.1
–
–
9.0
9.0
9.0
9.0
9.0
7.3
5.0
–
–
9.0
9.0
9.0
9.0
6.9
4.4
2.7
1.7
0.9
9.0
9.0
9.0
9.0
9.0
9.0
6.4
4.6
3.3
9.0
9.0
9.0
9.0
9.0
9.0
9.0
7.9
6.1
N3
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
9.0
7.0
4.9
3.7
2.9
–
–
–
–
9.0
9.0
9.0
7.4
4.9
–
–
–
–
9.0
9.0
9.0
7.4
4.9
–
–
–
–
9.0
9.0
6.2
4.5
3.6
2.5
1.5
–
–
9.0
9.0
9.0
9.0
7.0
4.8
3.3
–
–
9.0
9.0
9.0
9.0
7.7
5.3
3.7
–
–
9.0
9.0
9.0
9.0
7.2
4.9
3.2
2.2
1.5
9.0
9.0
9.0
9.0
9.0
9.0
6.7
5.0
3.8
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.1
6.4
9.0
9.0
6.4
4.6
2.9
–
–
–
–
9.0
9.0
9.0
8.5
5.6
–
–
–
–
9.0
9.0
9.0
9.0
6.7
–
–
–
–
9.0
9.0
8.0
5.7
3.5
2.2
1.2
–
–
9.0
9.0
9.0
9.0
7.1
4.8
3.1
–
–
9.0
9.0
9.0
9.0
9.0
7.3
5.0
–
–
9.0
9.0
9.0
9.0
6.9
4.4
2.7
1.7
0.9
9.0
9.0
9.0
9.0
9.0
9.0
6.4
4.6
3.3
9.0
9.0
9.0
9.0
9.0
9.0
9.0
7.9
6.1
N4
and
C1
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
8.2
6.4
4.9
3.7
2.9
–
–
–
–
9.0
9.0
9.0
7.4
4.9
–
–
–
–
9.0
9.0
9.0
7.4
4.9
–
–
–
–
9.0
9.0
6.2
4.5
3.6
2.5
1.5
–
–
9.0
9.0
8.2
6.5
5.5
4.7
3.3
–
–
9.0
9.0
9.0
9.0
7.7
5.3
3.7
–
–
9.0
9.0
9.0
9.0
7.2
4.9
3.2
2.2
1.5
9.0
9.0
9.0
9.0
9.0
9.0
6.7
5.0
3.8
9.0
9.0
9.0
9.0
9.0
9.0
9.0
8.1
6.4
9.0
8.3
6.4
4.6
2.9
–
–
–
–
9.0
9.0
9.0
8.5
5.6
–
–
–
–
9.0
9.0
9.0
9.0
6.7
–
–
–
–
9.0
9.0
8.0
5.7
3.5
2.2
1.2
–
–
9.0
9.0
9.0
9.0
7.1
4.8
3.1
–
–
9.0
9.0
9.0
9.0
9.0
7.3
5.0
–
–
9.0
9.0
9.0
9.0
6.9
4.4
2.7
1.7
0.9
9.0
9.0
9.0
9.0
9.0
9.0
6.4
4.6
3.3
9.0
9.0
9.0
9.0
9.0
9.0
9.0
7.9
6.1
N5
and
C2
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
4.9
3.8
3.1
2.4
2.1
–
–
–
–
9.0
9.0
9.0
5.3
3.8
–
–
–
–
9.0
9.0
9.0
5.3
3.8
–
–
–
–
7.6
6.1
4.5
3.5
3.0
2.5
1.5
–
–
9.0
9.0
9.0
8.3
5.9
4.4
3.3
–
–
9.0
9.0
9.0
9.0
7.7
5.3
3.7
–
–
9.0
9.0
8.2
6.3
5.2
4.4
3.2
2.2
1.5
9.0
9.0
9.0
9.0
9.0
7.4
5.6
4.5
3.8
9.0
9.0
9.0
9.0
9.0
8.0
6.0
4.9
4.1
6.4
5.0
4.0
3.2
2.6
–
–
–
–
9.0
9.0
9.0
5.8
4.2
–
–
–
–
9.0
9.0
9.0
7.3
5.2
–
–
–
–
9.0
8.0
5.9
4.7
3.5
2.2
1.2
–
–
9.0
9.0
9.0
8.7
6.2
4.8
3.1
–
–
9.0
9.0
9.0
9.0
9.0
6.7
5.0
–
–
9.0
9.0
9.0
8.4
6.1
4.4
2.7
1.7
0.9
9.0
9.0
9.0
9.0
9.0
7.7
5.9
4.6
3.3
9.0
9.0
9.0
9.0
9.0
9.0
8.5
6.9
5.8
N6
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
4.5
3.5
2.8
2.2
1.9
–
–
–
–
9.0
9.0
6.9
4.0
2.9
–
–
–
–
9.0
9.0
8.7
5.0
3.6
–
–
–
–
7.0
5.6
4.1
3.3
2.6
2.0
1.2
–
–
9.0
9.0
9.0
6.0
4.3
3.3
2.5
–
–
9.0
9.0
9.0
8.2
6.3
4.7
3.5
–
–
9.0
9.0
7.6
5.8
4.3
3.3
2.5
1.7
0.9
9.0
9.0
9.0
9.0
7.2
5.4
4.1
3.3
2.8
9.0
9.0
9.0
9.0
9.0
7.9
5.9
4.8
4.0
C3
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
4.1
3.2
2.5
2.0
1.7
–
–
–
–
9.0
7.6
6.0
3.7
2.7
–
–
–
–
9.0
8.0
6.3
4.6
3.3
–
–
–
–
6.4
5.1
3.8
3.0
2.4
1.8
1.2
–
–
9.0
9.0
9.0
5.5
4.0
3.0
2.3
–
–
9.0
9.0
9.0
7.5
5.7
4.3
3.2
–
–
9.0
9.0
6.9
5.3
3.9
3.0
2.3
1.7
0.9
9.0
9.0
9.0
9.0
6.6
4.9
3.7
3.0
2.6
9.0
9.0
9.0
9.0
9.0
7.2
5.4
4.4
3.7
C4
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
2.9
2.3
1.8
1.4
1.2
–
–
–
–
7.0
5.4
4.3
2.6
1.9
–
–
–
–
7.3
5.7
4.5
3.3
2.4
–
–
–
–
4.5
3.6
2.7
2.1
1.7
1.3
1.0
–
–
9.0
9.0
6.7
3.9
2.8
2.1
1.6
–
–
9.0
9.0
6.9
5.4
4.1
3.0
2.3
–
–
9.0
7.9
4.9
3.8
2.8
2.1
1.6
1.4
0.9
9.0
9.0
9.0
6.5
4.7
3.5
2.7
2.2
1.9
9.0
9.0
9.0
9.0
6.9
5.2
3.9
3.1
2.6
'A1'
'A2'
Lintel '2'
Lintel '1'
Standard truss with tile roofing
(1) See Figure 1.6 (page 4) for details
15
Single-Leaf Masonry
Design Manual
Table 3.7
Selection of Lintels Supporting Girder Roof Trusses
Maximum supported roof area, including standard trusses (m2)
140-mm-wide lintels
190-mm-wide lintels
Opening
(m)
Type B(1) with:
N16
N20
Type C(1) with:
N16
N20
Type B(1) with:
N16
N20
Type C(1) with:
N16
N20
N1 and N2
0.9
1.2
1.8
2.4
3.0
33
30
20
15
12
34
31
22
16
13
75
58
40
30
23
80
65
54
45
36
36
31
21
15
12
38
34
30
23
17
76
59
40
30
23
89
72
59
46
37
N3
0.9
1.2
1.8
2.4
3.0
33
30
20
15
12
34
31
22
16
13
75
58
40
30
23
80
65
54
45
36
36
31
21
15
12
38
34
30
23
17
76
59
40
30
23
89
72
59
46
37
N4 and C1
0.9
1.2
1.8
2.4
3.0
28
25
20
16
12
28
26
22
16
13
60
50
35
27
22
61
51
44
40
33
30
28
21
17
12
31
29
27
23
17
64
50
36
28
23
68
57
48
42
34
N5 and C2
0.9
1.2
1.8
2.4
3.0
18
16
13
10
–
18
17
16
14
11
39
32
22
17
14
40
33
28
26
21
20
18
14
11
–
20
19
18
16
13
41
33
23
18
15
44
37
31
27
23
Wind class.
(1) See Figure 1.6 (page 4) for details
Table 3.8
Selection of Lintels Supporting a Timber Floor
Maximum supported width (m)
140-mm-wide lintels
Determination of
supported width
Lintel
Assumed floor loadings:
Dead load – 2 kPa (including partitions)
Live load – 1.5 kPa
=
=
Supported width
First
support
Opening
(m)
Type BB(1) with:
N16
N20
N16
0.9
1.2
1.8
2.4
3.0
3.6
4.2
4.8
5.4
3.0
3.0
3.0
2.3
1.7
1.4
–
–
–
3.0
3.0
3.0
2.6
1.9
1.5
–
–
–
3.0
3.0
3.0
3.0
2.9
2.2
1.8
1.5
1.2
190-mm-wide lintels
Type CC(1) with:
N20
Type BB(1) with:
N16
N20
Type CC(1) with:
N16
N20
3.0
3.0
3.0
3.0
3.0
2.3
1.9
1.6
1.4
3.0
3.0
3.0
2.8
2.1
1.7
–
–
–
3.0
3.0
3.0
3.0
3.0
2.4
1.8
1.4
1.1
3.0
3.0
3.0
3.0
2.2
1.8
–
–
–
3.0
3.0
3.0
3.0
3.0
2.7
2.2
1.8
1.6
(1) See Figure 1.7 (page 4) for details
Table 3.9
Selection of Bond Beams Supporting Standard Truss Roofs
Maximum allowable value of dimension ‘A’ (m)
140-mm-leaf wall
190-mm leaf-wall
Determination of
dimension ‘A’
'A1'
Bond
beam '1'
'A2'
Bond
beam '2'
Wind
Class.
Bond beams(1)
Type 1 Type 2 Type 3
Bond beams(1)
Type 1 Type 2 Type 3
N2
N3
N4
N5
N6
9
7
–
–
–
9
9
9
6
–
9
9
9
9
7
9
9
5
–
–
9
9
9
7
5
9
9
9
9
9
C1
C2
C3
C4
–
–
–
–
9
6
–
–
9
9
7
–
–
–
–
–
9
9
5
–
9
9
9
7
(1) See Figure 1.3 (page 3) for details
16
Single-Leaf Masonry
Design Manual
4
4.1
Bracing Design
4.2
Method
Determine the racking forces imposed on the
building in both directions from Tables 4.1, 4.2 and
4.3 for the wind classification
Bracing walls of sufficient number and strength
must be located through the building to resist the
racking forces from the wind and earthquake. The
sum of the capacities of all bracing walls in each
direction must exceed the total racking force in the
relevant direction. The bracing walls can be either
all masonry, other wall types or a combination of
both. The external walls will act as bracing walls in
either direction.
Table 4.1
Racking Forces
For earthquake loads on housing, H1 racking forces
can be taken as equivalent to N2 wind classification
and H2 and H3 racking forces equivalent to N3
wind classification.
Note, these tables are extracts from Australian
Standards AS 1684.2–1999 and AS 1684.3–1999
and are limit state loads (ultimate loads based on
AS 1170.2) for consistency with limit state design.
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)]
Hip or gable
Length
Hip or gable
Length
n
tio
ec
Dir ind
w
of
n
tio
ec
Dir ind
w
of
Width
Width
Single-storey or upper-storey
Lower-storey of two storeys
Roof slope (degrees)
Roof slope (degrees)
Wind
Class.
Building
width (m)
0
5
10
15
20
25
30
35
0
5
10
15
20
25
30
35
N1
4
6
8
10
12
14
16
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.0
1.2
1.4
1.5
1.7
1.9
2.0
1.2
1.5
1.7
2.0
2.2
2.4
2.6
1.4
1.6
1.9
2.2
2.5
2.8
3.1
1.5
1.9
2.3
2.7
3.1
3.5
3.8
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.8
2.9
3.0
3.1
2.8
2.9
3.0
3.2
3.4
3.6
3.8
3.2
3.4
3.6
3.9
4.2
4.4
4.7
3.4
3.7
3.9
4.2
4.5
4.8
5.1
3.5
3.8
4.2
4.6
5.0
5.4
5.9
N2
4
6
8
10
12
14
16
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.1
1.2
1.2
1.2
1.1
1.1
1.1
1.1
1.2
1.3
1.5
1.6
1.8
1.9
2.0
1.4
1.7
2.0
2.2
2.5
2.7
2.9
1.8
2.1
2.5
2.8
3.2
3.5
3.8
2.0
2.3
2.8
3.2
3.6
4.0
4.4
2.2
2.7
3.3
3.9
4.5
5.0
5.5
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.7
3.8
3.9
4.0
4.1
4.3
3.8
4.0
4.2
4.5
4.7
5.0
5.3
4.4
4.7
5.0
5.4
5.7
6.1
6.5
4.7
5.1
5.4
5.8
6.2
6.6
7.1
4.9
5.3
5.9
6.4
6.9
7.5
8.1
N3
and
C1
4
6
8
10
12
14
16
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.8
1.9
2.0
2.3
2.5
2.7
2.9
3.1
2.2
2.6
3.1
3.5
3.9
4.2
4.6
2.8
3.3
3.9
4.4
5.0
5.5
6.0
3.1
3.6
4.3
5.0
5.7
6.3
6.9
3.4
4.3
5.2
6.1
7.0
7.8
8.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.7
5.8
5.8
5.8
5.8
5.8
5.8
5.8
5.8
5.8
5.9
6.0
6.2
6.4
6.7
6.0
6.2
6.6
7.0
7.4
7.8
8.2
6.9
7.3
7.9
8.4
9.0
9.5
10
7.4
7.9
8.5
9.0
9.6
10
11
7.6
8.3
9.1
10
11
12
13
N4
and
C2
4
6
8
10
12
14
16
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.7
2.8
3.0
3.4
3.8
4.1
4.3
4.6
3.3
3.9
4.6
5.2
5.8
6.3
6.8
4.1
4.9
5.8
6.6
7.4
8.1
8.9
4.5
5.4
6.5
7.5
8.5
9.4
10
5.1
6.3
7.7
9.1
10
12
13
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.6
8.6
8.7
8.7
8.7
8.7
8.7
8.6
8.7
8.8
9.0
9.2
9.6
10
8.9
9.2
9.8
10
11
12
12
10
11
12
13
13
14
15
11
12
13
13
14
15
16
11
12
14
15
16
18
19
N5
and
C3
4
6
8
10
12
14
16
3.9
3.9
3.9
3.9
3.9
3.9
3.9
3.9
3.9
3.9
3.9
3.9
3.9
3.9
4.0
4.0
4.0
3.9
3.9
3.9
3.9
4.1
4.5
5.0
5.6
6.0
6.4
6.7
4.9
5.7
6.7
7.7
8.5
9.3
10
6.0
7.3
8.5
9.7
11
12
13
6.7
8.0
9.5
11
12
14
15
7.4
9.3
11
13
15
17
19
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
13
14
14
15
13
14
14
15
16
17
18
15
16
17
18
20
21
22
16
17
19
20
21
23
24
17
18
20
22
24
26
28
17
Single-Leaf Masonry
Design Manual
Table 4.2
Wind Force on End of Buildings with Gable End
Wind force to be resisted by gable end (kN)
Width
Width
Di
r
of ecti
wi on
nd
Length
Di
r
of ecti
wi on
nd
Length
Single-storey or upper-storey
Lower-storey of two storeys
Roof slope (degrees)
Roof slope (degrees)
Wind
Class.
Building
width (m)
0
5
10
15
20
25
30
35
0
5
10
15
20
25
30
35
N1
4
6
8
10
12
14
16
3.4
5.2
6.9
8.6
10
12
14
3.7
5.7
7.8
10
12
15
17
3.9
6.2
8.7
11
14
18
21
4.1
6.7
9.6
13
17
20
25
4.4
7.3
11
14
19
23
29
4.6
7.9
12
16
21
27
33
4.9
8.5
13
18
24
30
37
5.2
9.2
14
20
26
34
42
12
17
23
29
35
41
46
12
18
24
30
37
43
50
12
18
25
32
39
46
54
12
19
26
33
41
49
58
13
20
27
35
43
52
62
13
20
28
37
46
56
66
13
21
29
39
49
59
71
13
22
31
41
52
63
76
N2
4
6
8
10
12
14
16
5.0
7.5
10
12
15
17
20
5.3
8.2
11
14
18
21
25
5.6
8.9
13
17
21
25
30
6.0
9.7
14
19
24
30
36
6.3
10
15
21
27
34
41
6.7
11
17
23
30
38
47
7.1
12
18
26
34
43
54
7.6
13
20
29
38
49
61
16
24
32
40
48
56
64
16
25
33
42
51
60
69
17
26
35
44
54
64
75
17
26
36
46
57
68
80
17
27
37
48
60
73
86
18
28
39
51
64
77
92
18
29
41
53
67
82
98
19
30
42
56
71
88
105
N3
and
C1
4
6
8
10
12
14
16
7.8
12
16
19
23
27
31
8.3
13
18
23
28
33
39
8.8
14
20
26
32
40
47
9.3
15
22
29
37
46
56
9.9
16
24
33
42
53
65
10
18
26
36
48
60
74
11
19
29
40
53
68
84
12
21
32
45
60
77
96
25
38
50
63
75
88
100
26
39
52
66
80
94
108
26
40
54
69
84
100
116
27
41
56
72
89
107
125
27
42
58
76
94
113
134
28
44
61
79
99
121
143
28
45
63
83
105
128
153
29
47
66
88
111
137
165
N4
and
C2
4
6
8
10
12
14
16
12
17
23
29
35
41
46
12
19
26
34
41
50
58
13
21
29
38
48
59
70
14
23
32
43
55
69
83
15
24
36
48
63
79
96
16
26
39
54
71
89
110
17
28
43
60
79
101
125
18
31
47
66
89
114
142
37
56
75
93
112
131
149
38
58
78
98
119
140
161
39
59
81
103
125
149
173
40
61
84
108
133
159
186
40
63
87
113
140
169
199
41
65
91
118
148
179
213
42
67
94
124
156
191
228
43
69
99
131
166
204
245
N5
and
C3
4
6
8
10
12
14
16
17
26
34
43
51
60
68
18
28
38
49
61
73
86
19
31
43
56
71
87
104
20
33
48
64
82
101
122
22
36
52
71
92
116
142
23
39
58
79
104
132
162
24
42
63
88
117
149
185
26
45
69
98
131
168
209
55
82
110
137
165
192
220
56
85
114
144
175
206
237
57
87
119
151
185
219
255
58
90
123
158
195
234
274
59
93
128
166
206
248
293
61
96
133
174
218
264
314
62
99
139
183
230
281
336
64
102
145
192
244
300
361
18
Single-Leaf Masonry
Design Manual
Table 4.3
Wind Force on End of Buildings with Hip End
Wind force to be resisted by hip end (kN)
Width
Width
Di
r
of ecti
wi on
nd
Length
Di
r
of ecti
wi on
nd
Length
Single-storey or upper-storey
Lower-storey of two storeys
Roof slope (degrees)
Roof slope (degrees)
Wind
Class.
Building
width (m)
0
5
10
15
20
25
30
35
0
5
10
15
20
25
30
35
N1
4
6
8
10
12
14
16
3.6
5.4
7.2
9.0
11
13
14
3.6
5.4
7.2
9.0
11
13
14
3.6
5.5
7.2
9.0
11
13
14
6.7
5.7
8.1
11
13
16
19
4.0
6.6
9.6
13
17
21
25
4.4
7.3
11
15
19
24
29
4.6
7.8
12
16
21
27
33
4.9
8.6
13
19
25
32
39
12
17
23
29
35
41
46
12
17
23
29
35
41
46
12
17
23
29
35
41
47
12
18
24
30
36
43
50
12
18
25
32
39
47
56
12
19
26
34
42
51
61
13
20
27
35
44
54
64
13
20
29
38
47
58
70
N2
4
6
8
10
12
14
16
5.0
7.5
10
12
15
17
20
5.0
7.5
10
12
15
17
20
5.0
7.6
10
12
15
17
20
5.1
7.9
11
15
19
22
26
5.5
9.1
13
18
23
28
34
6.0
10
15
20
27
33
41
6.4
11
16
22
29
37
45
6.8
12
18
26
34
44
54
16
24
32
40
48
56
64
16
24
32
40
48
56
64
16
24
32
40
49
57
65
16
24
33
41
50
59
69
16
25
34
44
54
65
77
17
26
36
47
59
71
84
17
27
38
49
61
74
88
18
28
39
52
66
81
97
N3
and
C1
4
6
8
10
12
14
16
7.8
12
16
19
23
27
31
7.8
12
16
19
23
27
31
7.9
12
16
19
23
27
31
8.0
12
18
23
29
35
41
8.6
14
21
28
36
44
53
9.4
16
23
32
41
52
63
10
17
25
35
46
58
71
11
19
29
40
54
68
85
25
38
50
63
75
88
100
25
38
50
63
75
88
100
25
38
50
63
76
88
101
25
38
51
64
78
93
108
26
39
53
69
85
102
120
26
41
57
73
91
111
131
27
43
59
76
95
116
138
28
44
62
81
103
126
152
N4
and
C2
4
6
8
10
12
14
16
12
17
23
29
35
41
46
12
17
23
29
35
41
46
12
18
23
29
35
41
46
12
18
26
35
43
52
62
13
21
31
42
53
66
80
14
24
35
48
62
77
94
15
25
37
52
68
86
106
16
28
42
60
80
102
126
37
56
75
93
112
131
149
37
56
75
93
112
131
149
37
56
75
94
113
131
150
37
56
76
95
116
138
161
38
58
80
102
126
152
179
39
61
84
109
136
165
195
41
63
88
114
142
173
206
41
65
92
121
153
188
226
N5
and
C3
4
6
8
10
12
14
16
17
26
34
43
51
60
68
17
26
34
43
51
60
68
17
26
34
43
51
60
68
17
27
39
51
64
77
91
19
31
45
61
79
97
117
21
35
51
70
91
114
139
22
37
55
76
100
127
156
23
41
62
88
117
150
186
55
82
110
137
165
192
220
55
82
110
137
165
192
220
55
83
111
138
166
194
221
55
83
112
140
170
203
236
56
85
117
151
196
224
263
58
89
124
161
200
242
287
60
93
129
168
209
254
303
61
96
135
178
225
277
332
19
Single-Leaf Masonry
Design Manual
4.3
Bracing Wall Location
Bracing walls must be distributed approximately
evenly along the length and width of the building.
The maximum distance between bracing walls
supporting a roof is given in Table 4.4 for the
various wind classifications. Where bracing walls
cannot be spaced to comply with Table 4.4, then
additional cross bracing needs to be included in the
ceiling to distribute the racking forces.
The maximum distance between bracing walls
supporting a floor is given in Table 4.5. Where the
width of floor exceeds the value in Table 4.5, then
the spacing of the bracing walls shall be as given in
Table 4.4.
Table 4.5
Spacing of Bracing Walls Supporting
a Floor (Lower Storey)
Wind
Classification
Minimum building
width (m)
Maximum spacing of
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
Note, these tables are extracts from Australian
Standards 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
Class.
Building
width (m)
N1
Roof slope (degrees)
0
5
10
15
20
25
30
35
4
6
8
10
12
14
16
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
9.0
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
9.0
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
9.0
9.0
9.0
9.0
9.0
N2
4
6
8
10
12
14
16
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
9.0
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
9.0
7.8
9.0
9.0
9.0
9.0
9.0
9.0
6.7
8.6
9.0
9.0
9.0
9.0
9.0
6.4
7.9
8.8
9.0
9.0
9.0
9.0
N3
and
C1
4
6
8
10
12
14
16
6.2
9.0
9.0
9.0
9.0
9.0
9.0
6.6
9.0
9.0
9.0
9.0
9.0
9.0
7.4
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
6.4
8.8
9.0
9.0
9.0
9.0
9.0
5.1
6.7
7.6
8.4
9.0
9.0
9.0
4.4
5.6
6.7
7.9
7.9
8.3
8.6
4.2
5.1
5.7
6.2
6.6
6.7
6.9
N4
and
C2
4
6
8
10
12
14
16
3.9
5.9
7.9
9.0
9.0
9.0
9.0
4.3
6.6
9.0
9.0
9.0
9.0
9.0
4.9
7.3
9.0
9.0
9.0
9.0
9.0
5.0
7.3
9.0
9.0
9.0
9.0
9.0
4.2
5.8
6.7
7.3
7.9
8.2
8.5
3.3
4.4
5.0
5.5
5.9
6.1
6.5
2.9
3.7
4.4
5.2
5.2
5.5
5.7
2.7
3.4
3.8
4.1
4.3
4.4
4.6
N5
and
C3
4
6
8
10
12
14
16
2.7
4.1
5.5
6.8
8.2
9.0
9.0
3.0
4.6
6.3
7.9
9.0
9.0
9.0
3.4
5.1
6.7
8.3
9.0
9.0
9.0
3.5
5.1
6.5
7.8
8.5
9.0
9.0
3.0
4.1
4.7
5.1
5.5
5.7
6.0
2.3
3.1
3.5
3.9
4.1
4.3
4.6
2.0
2.6
3.1
3.6
3.7
3.8
4.0
1.9
2.4
2.6
2.9
3.0
3.1
3.2
20
Single-Leaf Masonry
Design Manual
4.4
Bracing Wall Capacities
Table 4.6
The capacities of masonry acting as bracing walls
are 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.
Wall height (≤ 3.0 m)
The bracing capacities given in Tables 4.6 to 4.8
rely on the tie-down reinforcement being effectively
fixed into the foundations and the foundations being
of sufficient size to resist overturning.
Bond beam
Bracing
wall
length
Bracing wall length
Bracing Capacity of Typical Walls(1)
up to 3.0-m High
Wall
length
(m)
Unreinforced walls
Leaf thickness (mm)
Walls reinforced
with tie-downs
Leaf thickness (mm)
90
110
140
190
140
0.4
0.6
0.8
1.0
1.2
1.8
2.4
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.1
0.2
0.4
0.6
0.9
2.0
3.5
5.5
10
15
22
30
39
50
61
0.1
0.2
0.4
0.6
0.9
2.1
3.7
5.8
10
16
23
32
41
52
64
0.1
0.3
0.5
0.7
1.1
2.4
4.3
6.7
12
19
27
37
48
61
75
0.1
0.3
0.6
0.9
1.3
2.9
5.1
7.9
14
22
32
43
56
71
88
2.9
5.8
8.7
12
15
24
34
45
64
85
107
130
155
182
210
190
2.9
5.8
8.8
12
15
25
35
46
66
88
111
137
164
192
222
(1) As detailed in Figure 4.1
Floor level
BRACING LENGTH FOR EXTERNAL REINFORCED WALLS
Bracing wall length
Bracing wall length
Wall height (≤ 3.0 m)
Wall height (≤ 3.0 m)
External wall
Floor slab
A
A
Masonry mesh, 500 long
every second course
Floor slab
Footing
WALL NOT CONNECTED TO AN EXTERNAL WALL – ELEVATION
WALL CONNECTED TO AN EXTERNAL WALL – ELEVATION
External wall
SECTION A–A
INTERNAL WALLS WITHOUT TIE-DOWNS (UNREINFORCED)
Bracing wall length
Bracing wall length
External wall
Wall height (≤ 3.0 m)
Wall height (≤ 3.0 m)
1-N12 bar grouted into top
course bond beam and
turned down 200 mm
into end cores
A
A
L8 ties every second course,
bent down 100 mm
into grouted cores
1-N12 grouted into end cores
Starter bars anchored in slab
Slab thickening under wall
Slab thickening under wall
Footing
WALL NOT CONNECTED TO AN EXTERNAL WALL – ELEVATION
WALL CONNECTED TO AN EXTERNAL WALL – ELEVATION
INTERNAL WALLS WITH TIE-DOWNS
Figure 4.1
Typical Bracing Wall Details
21
External wall
SECTION A–A
Single-Leaf Masonry
Design Manual
Table 4.7
Bracing Capacity of Walls with Wind Normal to Wall
Bracing capacity per reinforced core (kN)
Wall details
Wind direction
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
1-N16 bar in grouted core
190
Table 4.8
2400
1-N12 bar in grouted core
190
Wind direction
1800
1-N12 bar in grouted core
140
Wind direction
Wall Height (mm)
600
1200
Bracing Capacity of Reinforced Piers with Wind in Either Direction
Bracing capacity of reinforced pier (kN)
Pier details
Pier Height (mm)
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
1-N12 bar in grouted core
190
190
290
1-N12 bar in grouted core
290
290
1-N16 bar in grouted core
290
290
4-N12 bars in grouted core
290
290
4-N16 bars in grouted core
290
4-N12 bars in grouted cores
390
390
4-N16 bars in grouted cores
390
390
22
Single-Leaf Masonry
Design Manual
5
Connection Details
5.1
Truss Tie-Down
Trusses must be tied down to the top bond beam to
prevent both uplift and horizontal movement. This
can be achieved by either directly fixing the truss to
the bond beam (where the walls are 2500 mm or
higher) or by bolting a top plate to the bond beam
and then attaching the truss to the top plate. Typical
details and design capacities are given in the
following 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
Connection detail
Threaded
rod details
Uplift capacity (kN) with following timbers:
Unseasoned
Seasoned
J2
J3
J4
JD4
JD5
JD6
2-M10 rods
36
36
36
30
24
18
2-M12 rods
54
54
52
40
32
24
25
max.
75 x 10-mm GS plate
drilled to suit
size of rod
Threaded rods
with end cogged,
extending down two
courses, bent to suit
ELEVATION
Table 5.2
Truss Tie-Down using Timber Top Plate
Connection detail
Description
Uplift capacity (kN) with following timbers:
Unseasoned
Seasoned
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
Framing anchor (single or
double) with 4-2.8-mm dia.
nails to each end
NOTE:
Refer to AS 1684.3
for top plate
tie-down details
30 x 0.8-mm GI strap (single or
double) with 3-2.8-mm dia.
nails to each end
NOTE:
Refer to AS 1684.3
for top plate
tie-down details
30 x 0.8-mm GI looped strap
(single or double) with nails
as shown below
Nails required
for each end of
looped strap:
3-2.8-mm dia. for J2
4-2.8-mm dia. for J3 and JD4
5-2.8-mm dia. for J4, JD5 and JD6
NOTE:
Refer to AS 1684.3
for top plate
tie-down details
23
Single-Leaf Masonry
Design Manual
Table 5.3
Truss Tie-Down using Truss Plates
Connection detail
Description
Uplift capacity (kN) with following timbers:
Unseasoned
Seasoned
J2
J3
J4
JD4
JD5
JD6
Single truss plate,
single roof truss
20
15
10
16
11
8
Single truss plate
with overstrap and
single roof truss
35
25
16
23
18
15
Double truss plate,
double roof truss
49
44
28
44
36
28
54
43
3 roof trusses
34
M16 bolt through
head plate
50 x 5 x 200 GS truss plate
threaded over bond beam
reinforcement
50 x 3-mm GI strap
M16 bolt through
head plate
Overstrap
must be tight or
packed with noncompressive packing
50 x 5 x 200 GS truss plate
threaded over bond beam
reinforcement and
anchored in second course
Double roof trusses
M16 bolt through
head plates
50 x 5 x 200 GS truss plates
threaded over bond beam
reinforcement and
anchored in second course
50 x 3-mm GI strap
M16 bolt through
head plates
Overstrap
must be tight or
packed with noncompressive packing
Two or three
roof trusses
50 x 5 x 200 GS truss plates
threaded over bond beam
reinforcement and
anchored in second course
Double truss plate
with overstrap and
2 or 3 roof trusses
76
54
2 roof trusses
34
REF: An Investigation of Truss Hold Down TR44 James Cook University, Cyclone Structural Testing Station October 1996.
24
Single-Leaf Masonry
Design Manual
5.2
Fixing to Gable Ends
Gable walls must be supported by the roof
diaphragm by anchoring of end roof trusses at
regular centres. The attached end truss must then
be braced back to internal trusses with trimming
joists. Typical details and design capacities are
given in the following Figures:
■
Figure 5.1, for timber gable fixings
■
Figure 5.2, for block gable fixing.
Top chord of roof truss
Bond beam
50 x 8 GS 'Z' bracket, fixed to truss chord
by coach screw and masonry by 12-mm
Ramset fixings or equivalent, at spacings
not exceeding those given in the
table below
Bottom chord
of roof truss
FC sheeting, min.
100 mm below
top of blockwork
Top chords of trusses
Sheeting battens
fixed to truss
Noggins between end two
trusses at fixing points
not exceeding spacing given
in table below
78 x 38 trimming
joist, on flat,
screwed to bottom
chords of truss
Seal blocks before
FC sheeting is
fixed in place
M12 threaded rod cogged in bond beam,
passing through trimming joist and nogging
at spacings not exceeding those given in
table below
Approved sealant
FC sheeting, min.
100 mm below
top of blockwork
Top chords of trusses
Sheeting battens
fixed to truss
Ceiling
Wind Classification
Maximum spacing of fixings (m)
N1
N3
N3
3.6
3.6
2.4
N4 and C1
N5 and C2
N6 and C3
1.8
1.2
0.9
Figure 5.2
5.3
METHOD 1
Timber Floor Fixing
Timber or steel pole plate
Bond beam
with 1-N 12 bar
Seal blocks before
FC sheeting is
fixed in place
Blockwork Gable Fixing
A pole plate supporting a timber floor must have
sufficient anchors to carry the shear load imposed
by the floor. Typical fixing is shown in Figure 5.3.
Noggins between end two
trusses at fixing points
not exceeding spacing given
in table below
78 x 38 trimming
joist, on edge
Hilti HSA stud anchor or equivalent
50 x 50 x 8 steel angle threaded over
bond beam reinforcement and bolted with
M12 bolts through bottom chord of truss
and trimmer joist at spacings not exceeding
those given in table below
Approved sealant
Figure 5.3
METHOD 2
Wind Classification
Maximum spacing of fixings (m)
N1
N3
N3
3.6
3.6
3.6
N4 and C1
N5 and C2
N6 and C3
2.4
1.8
1.2
Figure 5.1
50 x 8 GS 'Z' bracket, fixed as above
Timber Gable End Fixing
25
Pole Plate Fixing for Timber Floor
Single-Leaf Masonry
Design Manual
6
6.1
Basement Walls
6.2
General
As with all retaining walls it is critical that the
backfill is prevented from becoming saturated.
Steps to be taken to achieve this include:
The foundation slab of a basement can be modified
to provide an efficient footing for a retaining wall. In
addition, a concrete floor slab will provide a “prop”
to the top of the wall, simplifying the wall details
compared to a timber floor. All backfill must be with
granular material. Details of typical basement walls
are shown in the following Figures:
■
Figure 6.1, with concrete floor
■
Figure 6.2, with timber floor.
Drainage
■
A drainage system within the backfill. This should
preferable take the form of a 300-mm width of
gravel immediately behind the wall with a
continuous agricultural pipe located at the base
of the wall. The pipe must discharge beyond the
ends of the wall or be connected to the
stormwater drain.
■
Sealing the backfill surface. This can be done by
placing a compacted layer of low-permeability
material over the backfill and sloping the surface
away from the house.
It is also important to prevent hydrostatic pressure
under the floor slab. Where there is the possibility of
groundwater under the slab, then a subfloor
drainage system is advisable.
Floor slab
reinforcement
Starter bar to match
wall reinforcement
above
N12 at 200 crs
One-course bond
beam with N12 bar
20.20 knock-out block
saw-cut at floor soffit level
Tanking to back
face of wall
190-thick
blockwork
NOTE:
Wall blocks and
reinforcement as for
'Typical Details'
2700
max.
20.48 'H' blocks
at horizontal
reinforcement
20.01 standard
blocks between
Horizontal reinforcement,
N12 at 400 crs
Vertical reinforcement,
N16 at 400 crs, central*
NOTE:
No tanking required
False wall
Floor slab
reinforcement
N16 at
400 crs*
600
min. lap
Drained cavity
Ag drain
200
N12 at 400 crs
55 cover
200
* N12 at 200 crs may be used instead of N16 at 400 crs
1000
TYPICAL DETAILS
Figure 6.1
ALTERNATIVE DETAILS
Typical Basement Wall Supporting a Concrete Floor
26
Single-Leaf Masonry
Design Manual
6.3
Tanking
Where it is required that the basement be kept dry,
a proper tanking system needs to be installed
behind the wall before backfilling. An alternative to
this is to provide a drain and a false wall in front of
the wall (see Figures 6.1 and 6.2).
140-thick
blockwork
Timber floor
Timber floor
One-course bond beam
using 20.20 knock-out
block with 1-N12 bar
Pole plate fixed to
bond beam
Vertical reinforcement,
N16 at 400 crs, central
20.48 'H' blocks
at horizontal
reinforcement
190-thick
blockwork
190-thick
blockwork
Horizontal reinforcement,
N12 at 400 crs
Tanking to back
face of wall
NOTE:
Reinforcement as for
'Typical Details'
2700 max. to
ground level
290-thick
blockwork
290-thick
blockwork
NOTE:
No tanking required
55 cover to back face
1200
30.48 'H' blocks
at horizontal
reinforcement
Floor slab
reinforcement
N16 at
200 crs*
False wall
600
min. lap
Drained cavity
Ag drain
300
N12 at 400 crs
55 cover
300
* N20 at 400 crs may be used instead of N16 at 200 crs
1500
TYPICAL DETAILS
Figure 6.2
ALTERNATIVE DETAILS
Typical Basement Wall Supporting a Timber Floor
27
Single-Leaf Masonry
Design Manual
7
7.1
Some alternative coating systems available include:
Weatherproofing
Recommendations
for Housing
Textured or architectural finishes. There are an
number of proprietary weatherproof coating
systems available.
■
100% acrylic-base exterior quality gloss paint.
Three coats are recommended, applied by brush
or roller. Suitable paints include Wattyl Solagard,
Dulux Weathershield, and Taubmans All Weather
Gloss.
■
Cement-based paint, eg Silasec. At least one full
coat of cement-based paint followed by two
coats of 100% acrylic-based exterior-quality
gloss paint, is recommended.
■
Clear coatings. Clear coatings are NOT generally
recommended but may be necessary for
coloured blockwork. If they are used then special
care must be taken to ensure that there are no
gaps or cracks that will allow water entry. These
coatings will also need more regular
maintenance.
Joint Finishing
It is essential that all mortar joints be filled to the
depth of the face shell and the surface compressed
by tooling, leaving no voids. Ironing with an ironing
tool of 12-mm diameter, 450-mm long, is generally
satisfactory. Particular care needs to be taken
around openings and window sills to ensure joints
are properly filled.
7.2
■
Weatherproofing
Application
It is recommended that a weatherproof coating be
applied to the outside of houses unless
waterproofing additives have been incorporated into
the blocks and the mortar. Where waterproofing has
been incorporated into the blocks, consult with the
manufacturer for advice and construction
specifications.
7.3
Window Installation
Post fitting of windows is recommended in
accordance with Figure 7.1.
It is also recommended that the weatherproofing be
applied before fixing downpipes, etc and before the
windows are installed. The weatherproofing needs
to be taken around the window reveals. All coatings
must be applied strictly in accordance with the
manufacturer’s instructions.
RECOMMENDED PROCEDURE
Weatherproof
coating
1 Weatherproof all of the external wall, including
window reveals, before the windows are fixed
Lintel beam
2 Fix windows with Ramset ED642 anchors, or
equivalent. Before the anchor is inserted, the
hole should be filled with sealant
Ramset anchors
or equivalent
Ramset anchors
or equivalent
Apply weatherproof
coating to all of the
opening surround
before windows
are fixed into
position
Weatherproof
coating
Ramset anchors
or equivalent
Sealant each side
of window frame
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.
HEAD FIXING
Weatherproof
coating
Ramset anchors
or equivalent
Sealant each side
of window frame
JAMB FIXING
Ramset anchors
or equivalent
Sealant on inside
Sill unit
Sill flap on outside
Bond beam
Ramset anchors
or equivalent
Weatherproof
coating
Weatherproof
coating
SILL FIXING
Figure 7.1
Installation of Windows
28
Concrete Masonry
Walling
Concrete Masonry Association of Australia
Queensland Promotions Committee
IBM Centre 348 Edward Street Brisbane QLD 4000
Telephone
07
3831 3288
Besser Masonry
85 Christensen Road Stapylton QLD 4207
Telephone
07
3382 4100
Boral Masonry
62 Industrial Avenue Wacol QLD 4076
Telephone
07
3271 2922
ISBN 0 909407 46 0
March 2001
MA47
DESIGNED AND PRODUCED BY TECHMEDIA PUBLISHING PTY LTD + 61 2 9477 7766