bor11999 nsw manual bk1 structural fire accustic

8/10/2019 Bor11999 Nsw Manual Bk1 Structural Fire Accustic

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1BOOK1 Structural, Fire and AcousticMasonry Design Guide

New South Wales

Updated May 2008


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BOOK

PAGE

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Introduction

A2BOOK

PAGE

1

Contents

A2

The information presented herein is supplied in good faith and to the best of our knowledge was accurate at the time of preparation. No responsibility can be accepted by

Boral or its staff for any errors or omissions. Users are advised to make their own determination as to the suitability of this information in relation to their particular purpose

and specific circumstances. Since the information contained in this document may be applied under conditions beyond our control, no responsibility can be accepted by us

for any loss or damage caused by any person acting or refraining from action as a result of this information.

C Fire DesignMasonry Design for Fire Resistance (FRL) . . . . . . . . . . . . . . C2

Masonry Design for Structural Adequacy FRL . . . . . . . . . . . C2

Masonry Design for Integrity FRL . . . . . . . . . . . . . . . . . . . . . C3

Masonry Design for Insulation FRL . . . . . . . . . . . . . . . . . . . . C4

Effect of Chases on Fire Rated Masonry . . . . . . . . . . . . . . . C4

How to Select Boral Masonry Units forFire Rated Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C5

Structural Adequacy Selection Graphs and Tables . . . . . . . . C8

Index to Structural Adequacy Selection Graphs . . . . . . . . . . C8

D Acoustic DesignAcoustic Performance Ratings (STC and Rw) . . . . . . . . . . . . D2

Designing Masonry Walls forAcoustic Performance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D3

Guidelines for Optimum Performance . . . . . . . . . . . . . . . . . D4

Acoustic Performance On-site . . . . . . . . . . . . . . . . . . . . . . . D5

Home Cinema Rooms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D6

E Fire and Acoustic SystemsFinding Acoustic Systems andTechnical Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . E2

FireBrick (F) Scoria Blend . . . . . . . . . . . . . . . . . . . . . . . . . . . E4

FireBlock - Scoria Blend Blocks . . . . . . . . . . . . . . . . . . . . . . E7

FireLight Bricks (FL) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E9

Basalt-Concrete Bricks (B) . . . . . . . . . . . . . . . . . . . . . . . . . E12

Standard Grey Block and Designer Block . . . . . . . . . . . . . . E16

Acousticell . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E18

B Structural DesignIntroduction to the Structural Design of Masonry . . . . . . . . B2

Robustness . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B2

Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B5

Bending . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B5

Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B6

Durability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B6

Movement (Control Joints) . . . . . . . . . . . . . . . . . . . . . . . . . . B6

Energy Efficiency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B7

Reinforced Masonry Lintels . . . . . . . . . . . . . . . . . . . . . . . . . B9

Design of Core Filled and Steel ReinforcedMasonry Retaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . B10

Structural Design Guidelines forCore Filled and Steel ReinforcedMasonry Retaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . B12

A IntroductionContents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A2

Fast Find Product and Application Guide . . . . . . . . . . . . . . . A3

Products @ a Glance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A4

About This Guide . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A6

PAGE

PAGE


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Introduction

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Fast Find Guide

A3

The quickest way to find a Boral Masonry Structural, Fire or Acoustic Wall Solution.

Simply follow the FAST FIND GUIDE on the right hand side of the table.

1

BORALMASONRY

BLOCK &

BRICK

PRODUCTSW

ALLF

INISH

2

Select your application

criteria from the top ofthe table

Go straight to the section

letter and page number

indicated at the

intersection of product

rows and application

columns (e.g. Section E,

Page E12 in this example)

Please refer to MDG Book 2, BoralMasonry Block & Brick Guide

Best performance is achievedwith plasterboard lining

NLB LB NLB LB NLB LB NLB LB NLB LBNLB = Non-loadbearing

LB = Loadbearing

Face

Mason

ry

Retaini

ngWall

Fast Find

a Boral

Solution

Rend

ered

Plaste

rboa

rd

NoLinin

g

E4 E4 E4 FireBrick (F) Scoria Blend

E19 E19 E19 E19Designer Block

E12 E12 E12 E12 E12 E12 Basalt-Concrete (B)

E9

E9 E9 FireLight Bricks (FL)

E7 E7 E7 Scoria Blend Blocks

E21 E21 Acousticell

E19 E19 E19 E19 E19 E19 Standard Grey Block

E19 E19 E19 E19E19 E19 E19 E19 E19 E19Core Filled Block

For technical support and sales office details please refer to the outside back cover


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Products @ a Glance

A4

Boral Engineered Blocksfor Structural, Fire & Acoustic Wall Systems

Standard Grey and Designer BlockHollow Concrete Block suitable for loadbearing

and non-loadbearing applications. 60 minute

insulation FRL as hollow blockwork. Higher FRLs

are achieved when reinforced and core-filled.

Scoria Blend High Fire Rated BlockManufactured in a unique Scoria Blend material

offering Fire Resistance Levels (FRLs) to 240

minutes without core-filling. Ideal for high rise

buildings with reinforced concrete frames or

portal frame buildings. Suitable for non-

loadbearing walls. If used for l ight load

construction, the lower slenderness ratios of

Designer Block apply.

Core Fill BlockGrey Concrete Block or Designer Block coloured

and textured finishes for reinforced retaining

walls and loadbearing walls requiring increased

robustness.

Acousticell

Engineered block for premium sound absorption

and attenuation of low frequency industrial and

commercial noise.


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Introduction

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Products @ a Glance

A5

Boral Engineered Bricksfor Structural, Fire and Acoustic Wall Systems

FireLight Brick (FL) FireLight Brick for non-loadbearing fire and/or

acoustic systems (high rise) where weight

saving is important. Double Brick format

(162mm height) for faster, more cost effective

construction.

FireBrick (F) Medium weight Scoria Brick for non-loadbearing

fire and/or acoustic systems. Double Brick

format (162mm height) for faster, more cost

effective construction.

Basalt-Concrete Brick (B) Standard Size, Brick-and-a-Half (119mm high) and Double

(162mm high) in Concrete-Basalt material for good fire

performance and loadbearing characteristics.


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About This Guide

A6

Boral Masonry

Commercial Construction Solutions

Boral Masonry NSW offers a comprehensive range of proven

products and systems including Masonry Blocks, MasonryBricks, Fire and Acoustic Wall Systems, Segmental Block

Retaining Walls and Segmental Paving Products.

Whats in this Guide

The Boral Masonry Structural, Fire & Acoustic guide

provides a summary of important design information for

structural, fire and acoustic masonry applications and an

extensive range of fire and acoustic systems.

Section B Structural Design

Section B discusses design issues relevant to the selectionof Boral Masonry products for structural adequacy, based on

appropriate wall design criteria.

Section C Fire Design

Section C discusses the relevant design processes for the

selection of Boral Masonry Products forfire rated applications.

This section includes a step-by-step selection guide and a

series of tables and graphs which can greatly speed up the

preliminary selection and comparison of suitable designs

and products.

Section D Acoustic Design

Section D provides a briefoverview of acoustic rating methods,

relevant considerations for acoustic design and guidelines

for good acoustic design and detailing methods.

Section E Fire & Acoustic Systems

Section E of this guide provides an extensive range of fire

and acoustic wall system solutions supported by test results

and acoustic performance estimates.

This guide has been prepared as a comprehensive Boral

Product Reference Guide. It does not attempt to cover all the

requirements of the Codes and Standards which apply to

masonry construction for structural, fire or acoustic

applications. All structural, fire and acoustic detailing shouldbe checked and approved by appropriatelyqualified engineers

before construction. Boral reserves the right to change the

contents of this guide without notice.

Please note that this guide is based on products available at

the time of publication from the Boral Masonry New South

Wales sales region. Different products and specifications may

apply to Boral products sourced from other regions.

Additional Assistance & Information

Contact Details: Please refer to the outside back cover ofthis publication for Boral Masonry contact details.

Colour and Texture Variation: The supply of raw

materials can vary over time. In addition, variation can

occurbetween product types and production batches. Also

please recognise the printed colours in this brochure are

only a guide. Please, always ask to see a sample of your

colour/texture choice before specifying or ordering.

Terms and Conditions of Sale: For a full set of Terms

and Conditions of Sale please contact your nearest Boral

Masonry sales office.


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1SECTIONB Structural DesignSTRUCTURAL, FIRE & ACOUSTICMasonry Design Guide

New South Wales

BOOK

1


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Structural Design

B2

Introduction to the StructuralDesign of Masonry

The following design information is based on Australian

Standard AS3700:2001 Masonry structures. Reference to

Clauses and Formulae are those used in AS3700. This

information is provided as a guide only to the processes

involved in designing masonry. All masonry should be

designed by a suitably qualified structural engineer.

Robustness

AS3700, Clause 4.6.1 requires walls to have an adequate

degree of Robustness. Robustness is a minimum design

requirement, and may be overridden by Fire, Wind, Snow,Earthquake, Live and Dead Load requirements.

In robustness calculations,there are height, length,and panel

action formulae. Byreworking the standard formulae provided

and inserting known data, it is possible to determine whether

a chosen design and Boral masonry product will provide

adequate robustness. Should the initial product selected not

provide a suitable solution, then a thicker Boral masonry

product more suited to the application should be evaluated,

or alternatively, add extra restraints or reinforcement.

The following section is laid out with AS3700 formulae and

explanation in the left hand column, while worked examples

can be found in the adjacent right hand column.

Legend to Symbols used in Robustness Calculations:

H = the clear height of a member between horizontal

lateral supports, in metres;

= for a member without top horizontal support, theoverall height from the bottom lateral support, in

metres

tr = the minimum thickness of the member, in metres

= in cavity-wall construction, the minimum thickness

of the thicker leaf

or two thirds the sum or thicknesses ofthe two leaves,

whichever is greater, in metres

or in diaphragm wall construction, the overall

thickness of the wall, in metres

kt = a thickness coefficient,values as given in AS3700

Table 7.2 (see the end of this section)

Cv,Ch = robustness coefficient,values as given in AS3700

Table 4.2(see end of this section) foredge restraints

at top, bottom and vertical sides (either separately

or in combination)

Lr = the clear length of the wall between vertical lateral

supports, in metres; or

= for a wall without a vertical support at one end or

at a control joint or for walls containing openings,

the length to that unsupported end orcontrol joint

or edge of opening, in metres.


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Structural Design

B3

Isolated Piers

Formula 4.6.2 (1) is used for isolated piers. Masonrywith

a length less than one fifth of its height and free ends,is considered to be an isolated pier.

Formula (1) is:

By re-working formula (1), the maximum height for an

isolated pier can be determined:

H tr x Cv

Where Cv is obtained from AS3700 Table 4.2 (Refer to

Page B5).

H Cv

tr

Formulae and Explanation Worked Examples


Aim: To determine the Maximum Wall

Height of an Isolated Pier

Example 1: Minimum wall thickness tr = 230mm

A single leaf structure, unreinforced, then

Cv= 13.5

H 0.23 x 13.5

H 3.105m (maximum wall height)

Example 2: Minimum wall thickness, tr = 140mm

A single leaf structure, reinforced, then

Cv= 30

H

0.14 x 30H 4.200m (maximum wall height)

Aim: To determine the Maximum Height of

a Wall with Free Ends

Criteria: Minimum wall thickness, tr = 110mm

kt = 1 (wall without piers)

Example 1: If wall is freestanding, then Cv=6

(must be checked by an engineer for

wind loads etc.)

H 1.0 x 0.11 x 6

H 0.660m

Example 2: If wall is laterally restrained along its top,

then Cv=27

H

1.0 x 0.11 x 27H 2.970m

Example 3: If wall is laterally restrained along its top

and supports a slab, then Cv=36

H 1.0 x 0.11 x 36

H 3.960m

Wall with Free Ends

Formula 4.6.2 (2) is used for walls spanning vertically

(i.e. wall with free ends).

Formula (2) is:

By re-working formula (2), the maximum wall height is:

H kt x tr x Cv.

Where kt is obtained from AS3700 Table 7.2 (Refer to Page

B5)

or

By re-working formula (2), the minimum wall thickness

is:

kt x tr H

Cv

H Cv

kt x tr


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Aim: To determine the Maximum Length

of a Wall with Restraint at End or

Ends

Criteria: Wall thickness tr = 110mm

Example 1: If wall is restrained along one end, then

Ch = 12

L 0.11 x 12

L 1.320m

Example 2: If wall is restrained along both ends, then

Ch = 36

L 0.11 x 36

L 3.960mNOTE: If the wall exceeds the permitted length, then a

thicker wall is required or formula 4.6.2 (4) governs and

H will be limited. (See below).

Aim: To determine the Maximum Height of

a Wall with Restraint at Top and End

or Ends

Criteria: Wall thickness tr = 110mm

Wall length = 2m

Example 1: If wall supports a slab, then Cv= 36, and

if restrained along one end, then Ch = 12

H 5.9m

0.11)+ 122 12 x 0.1136(H

Wall with Restraint at Top and End or Ends

Formula 4.6.2 (4) is for walls spanning vertically and

horizontally (i.e. with restraint along the top and one or

two ends) and length L > tr x Ch.

Where Ch is obtained from AS3700 Table 4.2. (Refer to

Page B5)

Formula (4) is:

By re-working formula (4), the maximum wall height is:

NOTE: Control joints, and openings greaterthan one fifth

of wall height are treated as free ends unless specific

measures are taken to provide adequate lateral support.

tr)+ ChLr ChtrCv(H

+Ch

Lr Chtr

H Cv

tr

Wall with Restraint at End or Ends

Formula 4.6.2 (3) is for walls spanning horizontally [i.e.

restrained end(s)]. Walls that have one or both ends

laterally restrained and

i.e. L tr x Ch

Where Ch is obtained from AS3700 Table 4.2. (Refer to

Page B5)

NOTE: This means that although the wall height is not

limited by its thickness, the wall length is limited. Stair

wells and chimneys work to this formula.

H= no limit

tr

L Ch

tr




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B5

Strength

Compressive strength is resistance to load, measured by the

amount of pressure to crush a masonry unit. The pressure,

usually measured in megapascals (MPa), is the force inkilonewtons (kN) x 1000, divided by the loaded area in square

mm.

Unconfined compressive strength is compressive strength,

multiplied by an aspect ratio, Ka. (Details are in AS4456.4,

Table 1). The unit height divided by its thickness is used to

determine the aspect ratio.

A solid brickwill give a lowercompressive strength if crushed

on its end rather than on its flat, as normally laid. In theory,

the aspectratio will convert both tests to the same unconfined

compressive strength.

The strength of hollow blocks is calculated by dividing the

force by the face shells only. A 90mm hollowand 90mm solid

block are both 10MPa, but since the area of the face shells

on the hollow block is about half the area of the solid block,

the hollow will only carry half the load of the solid.

Characteristic Unconfined Compressive Strength of

masonry UNITS is uc.

uc is the average of crushing forces divided by loaded areas,

multiplied by the aspect ratio, minus the standard deviationx 1.65.

Characteristic Compressive Strength of a masonry

WALL is m.

m is the square root ofuc, multiplied by Km (a mortar

strength factor), multiplied by Kh (a factor for the amount of

mortar joints) as perAS3700, 3.3.2.

The Km factor is 1.4 for M3 mortar on solid and cored units

and is 1.6 for the face shells of hollow units. For the richer

M4 mortar it is 1.5. (Details are in AS3700, Table 3.1).

The Kh factor is 1 for 76mm high units with 10mm mortar

beds and is 1.3 for 190mm units with 10mm mortar beds.

In other words, a wall of 190mm high units is 30% stronger

than a wall of 76mm high units of the sameuc.

Bending

Characteristic Flexural Tensile Strength is mt.

Masonry is good in compression but poor in tension. Mortar

jointstrength is generally zero or 0.2MPa for loads from wind,earthquake etc. Higherbending forces mayrequire masonry

to be partially reinforced.

Horizontallyunreinforced

ChEdge restraints onvertical sides of

wall panels

Horizontallyreinforced orprestressed

SUPPORT

SUPPORT

SUPPORT

12

36

24 with

reinforcementcontinuous past

support.

Otherwise 16

48

CvTop and bottom edge

restraints to wall panels Verticallyunreinforced

Vertically reinforcedor prestressed

Free

SUPPORT

LateralSupport

Load other thanconcrete slab or no load

SUPPORT

LateralSupport

Concrete Slab

SUPPORT

LateralSupport

SUPPORT

ISOLATED PIERS

6

12 withreinforcement

continuous into

support. Otherwise

6.

27 36

36 48

13.5 30

Table B1 (Extract from AS3700 : Table 4.2)

Pier Spacing/PierWidth Thickness Coefficient (kt)

(Refer to Note 1) Pier Thickness Ratio (twp/t)

1 2 3

6 1.0 1.4 2.0

8 1.0 1.3 1.7

10 1.0 1.2 1.4

15 1.0 1.1 1.2

20 or more 1.0 1.0 1.0

Pier Spacing

Pier Width

ttwp

Wall Leaf

Table B2 (Extract from AS3700 : Table 7.2)Thickness Coefficient (kt) for Walls Stiffened by

Monolithically Engaged Piers

NOTES: 1. Pier spacing is taken as the distance between centrelines of piers.

2. Linear interpolation may be used.


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Structural Design

B6

Shear

Characteristic Shear Strength is ms.

At damp course, it is zero unless tested. Elsewhere, mortar

joints have ms values of between 0.15 and 0.35MPa.

As with tension, high shear loads may require partially

reinforced masonry.

Durability

Masonry designed forDurability is deemed to satisfywhen

it meets the requirements ofAS3700 Section 5, which details

whatareas require Exposure, General Purpose and Protected

grades. Assessment of these grades is defined in

AS/NZS4456.10 Resistance to Salt Attack.

AS3700 defines the usage of each of these grades as:

Protected Grade (PRO)

Elements above the damp-proof course in non-marine exterior

environments. Elements above the damp-proof course in other

exterior environments, with a waterproof coating, properly

flashed junctions with other building elements and a top

covering (roof or coping) protecting the masonry.

General Purpose Grade (GP)

Suitable for use in an external wall excluding severe marineenvironment.

Exposure Grade (EXP)

Suitable for use in external walls exposed to severe marine

environments, i.e. up to 100m from a surf coast or up to 1km

from a non surf coast. The distances are specified from mean

high water mark.

Mortarmixrequirements fordurability are detailed in AS3700

Table 10.1. Mortar joints must be ironed.

Salt attack is the most common durability problem. The saltin salt water is in solution. It can be absorbed into masonry

or at least, its mortar joints. When the water evaporates, it

migrates towards the outside face taking the salt with it until

the amount ofwater left is saturated. Itcan no longerhold all the

salt in solution and salt crystals begin to form.

The salt crystals then take up space, sometimes more than

the texture of the masonrywill allow. The crystal then pops

a piece of the outer surface off to make room and salt attack

begins.

Walls below damp course also require greater durability.

Even if theyare well awayfrom the coast,theymaybe subjected

to acidic or alkaline soils. In anycase, moisture in the ground

is absorbed into the masonry, creating an environment ideal

for bacteria, which feeds lichens and algae which can

eventually be detrimental.

AS/NZS4456.10 gives methods of testing and definitions for

durability (salt tests). An alternative to testing is a history of

survival in a marine environment. Concrete masonryhas been

used forSurf Club construction around Australia fordecades.

Movement

In general, concrete units contract as theycure while clay units

will expand. They both expand as they take up water and

contract as they dry. They both expand as they get hot andcontract as they cool.

Curing Movement in Concrete Units

AS/NZS4456.12 gives methods for determining coefficients

of curing contraction and coefficients of drying contraction

for concrete units.

Drying Contraction

The drying contraction teston masonryunits is an indication of

their maximum amount of movement from totally saturated to

ambientdry. Atypical result is 0.5mm/m butcan be as high as1mm/m for lightweight units that are more absorptive. For

example, a drying contraction of 0.5mm/m, in an 8m panel of

masonry, has the potential to shrink 4mm from saturated

condition to dry.

External Control Joints

AS3700, Clause 4.8 requires control joint spacing to limit

panel movement to:-

10mm maximum for opening of control joints,

15mm maximum for closing of control joints, and

5mm minimum when closed.

The Australian Masonry Manual recommends control joints

at 8m centres for concrete units, 6m centres for lightweight

(


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Structural Design

B7

External control joints should be finished with a flexible

sealant.

Control joints create a free end in terms of robustness and

FRLs for structural adequacy, so their positioning is critical

to the overall design of the structure.

In portal frame construction, the control joint is positioned

at a column so that both ends can be tied to the column

flanges. The mason and renderer must keep the control joint

clean, otherwise,bridging mortaror renderwill induce cracks

from those points as the masonrymoves. If ties are used over

control joints, they must be sleeved to allow movement.

Adding extra cement to mortar or render causes more

shrinkage. Lightweight units are only5MPa,so are susceptible

to cracking if laid in rich mortar or rendered with a cement-rich mix.

Internal Control Joints

The Australian Masonry Manual specifies the spacing of

internal control joints for concrete units at 12m maximum.

Energy Efficiency for Class 2,3 & 4 buildings in ACT

The Building Code ofAustralia (BCA) 2005,Volume 1, requires

the walls of Canberra home units,hotels and similardwellings

to have:-

Total R-Value rating of 1.9 (Climate Zone 7) or

Wall mass > 220kg/m2 and include insulation with an

R value not less than 1.

Total R-Value means the sum of thermal resistances

(m2.K/W) of wall components including air spaces and

associated surface resistances.

In BCA Specification J1.5 Wall Construction, options (a) (b)

& (c) for concrete masonry give theirTotal R-values without

insulation.

The R-value of the insulation needed to make up the required

Total R-value for masonry veneer in Zone 7 is R1.5. Masonry

minimum thickness is 90mm. The insulation is usually placed

between the studs.

Alternative verification can be achieved through a 4 star

assessmentforClass 2& 4buildings using calculations defined

in BCAClause JV1,and forClass 3 buildings,calculating energy

consumption to meet values as per Clause JV2 or comparison

with a reference building as per Clause JV3.

Energy Efficiency for ACT Houses

In the ACT, houses are required to have a 4 star rating as

assessed byan accredited ACTHouse EnergyAssessor or by

equivalent assessment with R1.5 insulation material in the

external walls of brickveneer construction. Cavity brick of 2

x 90mm minimum thicknesses is exempt.


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Structural Design

B8

NSW Energy Efficiency: Class1, 2, 3 & 4 buildings

Class 1, 2 and 4 buildings

The Building Code ofAustralia (BCA) 2005,Volume 1, requires

the walls of home units in Sydney(and progressivelyelsewhere

in NSW) to complywith BASIX(building sustainability index),

a web-based planning tool at www.basix.nsw.gov.au

Class 3 buildings

Walls of Class 3 buildings (hostels, hotels, motels) are required

bythe BCA,J1.5 to have one ora combination of the following:

Total R-Valuerating of1.4 in Climate Zone 2& 5 (North Coast

to Sydney)

A rating of 1.7 in Climate Zone 4 & 6 (Western NSW)

A rating of 1.9in Climate Zone 7(Armidale & Sthn Highlands)

A rating of 2.8 in Climate Zone 8 (Thredbo)

or

Wall mass > 220kg/m2 in Climate Zone 4 & 5 and in Zone

6, 7 & 8, include insulation with an R value not less than 1

(floor system in Zone 6 to be slab on ground).

Total R-Value means the sum of thermal resistances

(m2.K/W) of wall components including air spaces and

associated surface resistances.

In Specification J1.5Wall Construction, options (a) (b) & (c)

for concrete masonry give their Total R-values without

insulation.

The R-value of the insulation needed to make up the required

Total R-value for masonry veneer is:

R1.0 in Climate Zone 2 & 5

R1.3 in Climate Zone 4 & 6

R1.5 in Climate Zone 7 and

R2.4 in Climate Zone 8.

The insulation is usually placed between the studs.

For cavity brick, these insulation R-values can be 0.3 lower

than for brick veneer. The insulation is between battens on

the inside face, under 10mm plasterboard.

Minimum masonry thickness is 90mm.

For 190mm hollow concrete blocks, partially core filled and

with a bond beam at the top, the insulation R-values can be

0.1 lower than for brick veneer.

Options for Increasing R values

The insulating properties of masonrywalls may be increased

by the following means:

The addition of polyester or glasswool insulation betweenstuds for masonry veneer construction.

The addition of polystyrene sheets between wall ties for

cavity masonry construction.

The addition of polyester or glasswool insulation behind

plasterboard, between battens on inside face of masonry.

(Battens eliminate the need for chasing for plumbing and

electrical services).

Incorporating reflective insulation within the cavity.

Incorporating foam insulation,pumice orvermiculite within

the cores of the units or in the cavity.

Using masonry units with a rough surface. (This traps a

thicker air film at the surface).

Using masonryunits made from less dense material. (Tiny

air pockets within the material disrupt the flow of heat

energy through the wall).

Using thicker walls.


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Structural Design

B9

15.12

70

100

Horizontal

Bars Vc Mc

N12 5.1 2.0N16 6.3 2.9

Vertical

Bars Vc Mc

N12 5.1 2.6N16 6.3 2.6

Cut on-site

Horizontal

Bars Vc Mc

N12 10.2 4.0N16 12.6 4.7

Vertical

Bars Vc Mc

N12 12.5 9.3N16 13.7 16.0

15.12

70

300

100

Horizontal

Bars Vc Mc

N12 8.2 4.0N16 9.3 6.9N20 10.6 9.9

129 (N12 bars)127 (N16 bars)125 (N20 bars)

20.12

Vertical

Bars Vc Mc

N12 7.9 3.6N16 10.2 3.6N20 13.1 3.6

100

Horizontal

Bars Vc Mc

N12 6.4 2.9N16 7.6 5.0N20 9.1 6.5

95

20.12

Vertical

Bars Vc Mc

N12 6.4 2.9N16 7.6 3.6N20 9.1 3.6

Horizontal

Bars Vc Mc

N12 16.4 8.0

N16 18.6 13.4N20 21.3 17.2

129 (Y12 bars)127 (Y16 bars)125 (Y20 bars)

20.20 or20.01 cuton-site

Vertical

Bars Vc Mc

N12 17.9 18.0N16 20.2 30.2N20 23.1 32.2

300

20.12

95

300

20.12

Horizontal

Bars Vc Mc

N12 12.9 5.7

N16 15.2 9.5N20 18.1 9.9

20.20 or20.01 cuton-site

Vertical

Bars Vc Mc

N12 16.4 9.5N16 17.6 16.6N20 19.0 24.4

Reinforced Masonry Lintels

Moment and Shear Capacities for Series 150 Blocks (140mm leaf)

NOTES

Vc = Shear capacity (kN)

Mc = Moment capacity (kNm)

Mortar type, M3

Block characteristic compressive strength,

uc = 15MPa

Grout compressive strength,

c = 20MPa

Cement content min. (Grout) = 300kg/m3

Moment and Shear Capacities for Series 200 Blocks (190mm leaf)


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Structural Design

B10

Design of Core Filled &Steel Reinforced MasonryRetaining Walls

Introduction

The information presented here is supplied in good faith and

to the best of our knowledge was accurate at the time of

preparation. However, from time to time, additional ormodified

data may be released by the CMAA. Any such information

will supersede the information presented in this guide.

This section provides specifications,design tables and typical

details for a range of reinforced concrete masonry retaining

walls and their associated reinforced concrete bases. It is

intended as a general guide for suitably qualified andexperienced professional engineers, who for any particular

proposed retaining wall, must accept the responsibility for

carrying out a comprehensive site investigation, determining

the soil characteristics and other design parameters of the

particularsite, and fordesigning and detailing the structures.

It is important forthe professional engineer to determine the

strength and stability of the foundation material and the

drainage system required to ensure there will not be a build

up of hydrostatic pressure behind the wall.

All designs are based on:

Reinforced Concrete Masonry Structures AS3700 : 2001

SA Masonry Code.

Reinforced Concrete Base AS3600 : 1988 Concrete

Structures.

Reinforcement AS1302 : 1982Steel Reinforcing Bars for

Concrete.

Concrete Blocks AS4455 : 1997Concrete Masonry Units.

Wall Types

Design tables in this section are given for walls up to 3.4

metres high and for two base types:

Loading Conditions

These tables cover:

Sloping backfill (up to 1 in 4) without any surcharge

or

Level backfill with a 5kPa surcharge

Since typical cases only are presented, these tables may not

provide an ideal solution for a particular application.

ConstructionRecommendations

General

Recommendations specifically applicable to reinforced

masonry retaining walls include:

The provision of clean-out openings in the bottom course

to permit removal of mortar droppings and other debris

Boundary

Backfill

Ground level

Foundation

Base Type 1

Fig B1 Typical Wall Layout for Base Type 1

Boundary

Backfill

Ground level

Base Type 2

Foundation

Fig B2 Typical Wall Layout for Base Type 2


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Structural Design

B11

and to allow vertical reinforcement to be positioned and

tied. These openings should be closed (generallydone with

formwork) before grouting.

The use of H blocks above the first course. These blocks

are easier to fill with grout which provides the required

continuous protection to the reinforcement. If rebated

flush-ended blocks are used in lieu of H blocks, they should

be laid with alternate courses inverted to provide grout

cover to horizontal reinforcement, which should be

supported 20mm clear of the webs of flush-ended blocks.

The forming ofweepholes byleaving out mortarin the vertical

joints at the required locations. Where H blocks are used,

and weepholes are required, theymaybe provided byplacing

25mm diameterPVC pipes through the vertical joint at the

required locations. Alternatively, flush-ended blocks maybe

placed on either side of the required weephole location so

a mortar-free joint may be formed.

The accurate positioning of reinforcement to give a

minimum of 55mm of cover to the face of the bar and its

secure tying before placing concrete or grout.

The removal of mortar dags protruding into cores before

grouting.

The use,wheneveravailable,ofready-mixed groutto workability

specifications given in AS3700 should be used. Site-mixed

grout, if used, should be mixed thoroughly in a tilting-drum

mixer to the same specification as ready-mixed grout.

The filling of all cores with grout, whether reinforced or

not. This is essential to bond and protect horizontal

reinforcement, to provide a full barrier against water

penetration and to give maximum weight for stability.

The thorough compaction of the grout so voids are not left.

Compaction may be achieved with a high-frequency pencil

vibrator, used carefully. (The main vertical reinforcing barsshould not be used to compact the grout). Control joints

should be built into the masonry at all points of potential

cracking.

Backfill Drainage

It is essential thatsteps be taken to preventthe backfill behind

the wall from becoming saturated. These steps should include:

Sealing Backfill Surface

To preventsaturation ofbackfill by surface run-off, the surface

of the backfill should be sealed by covering itwith a compactedlayer of low permeability material. The surface should be

sloped towards an open drain.

Continuous Drainage Within the Backfill

This can be achieved byplacing free-draining gravel orcrushed

stone to a width of approximately300mm immediatelybehind

the wall with a continuous agricultural pipe located at the

base of the wall. The outlets of the pipe must be beyond the

ends of the wall unless the pipe is connected to a proper

stormwater drainage system.

For higher walls, or in cases where excessive groundwater

exists, it may be necessary to provide another agricultural

pipe drain at mid-height of the wall.

Care mustbe taken to ensure that clay and silt do not infiltrate

the drainage material or agricultural pipe. The use of a

geofabric envelope around the gravel and/or a geofabric sock

over the pipe may assist.

Impermeablelayer slopingto drain

Drain

Backfill

Fig B3 Sealing Backfill Surface

Continuousagricultural pipedrain surroundedby free-draininggravel or crushedstone

Vertical layer ofgranular material

To prevent clay orsilt infiltrating thedrainage system ageofabric materialmay be wrappedaround the graveland/or the pipe

Fig B4 Continuous Drainage Within the BackfillWalls with Base Type 1


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Structural Design

B12

Weepholes

Weepholes should be provided above the finished ground

level. A drain should be provided in front of the wall to

prevent saturation of the ground.

The horizontal spacing of the weepholes depends on the

provisions made for directing water towards the holes. The

simplest, but most effective, method is to place one or two

buckets of free-draining gravel or crushed stone around the

intake end of each hole. In this case, the horizontal spacing

should not exceed 1.5 metres. If the layers of draining

material are continuous for the full length of the wall,

weephole spacing may be increased to an extent depending

on the quantity of water expected.

Note: For walls higher than 2200mm, a second row of

weepholes may be required. However, staining of the wall

could result.

Locate thecontinuous drainat the bottom ofthe base

Free draininggranular material

Backfill


Extraagriculturalpipe drain

Fig B6 Continuous Drainage for High Wallsand/or Excessive Groundwater

Free-draininggravel or stone

Drain

Weepholesbetweenblocks


30mm

Clean-outcourse

50mm cover to allbase reinforcement

55mm cover towall reinforcement

Fig B8 Typical Set-out Detail

Water Penetration

If it is considered necessary to reduce the passage of

moisture through the wall, for aesthetic or other reasons

such as aggressive groundwater, the earth face of the wall

should be treated with an appropriate sealer such as water-

resistant render or water-resistant paint, or by tanking with

bituminous materials.

Structural Design Guidelines

Acceptable Soil Combinations

For retaining walls founded on sand (Type A soil), the

retained material must be similar and with a friction angle

of 38 or greater, eg Type A soil clean sand or gravel.

For retaining walls founded on other soils, the retained

material must be a free draining material with a friction

angle of 27 or greater, eg Type A soil clean sand or gravel,

Type B soil coarse grained with silt or some clay.


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Structural Design

B13

190

400

230

B

B

250

550

330

300

600minlap

H = 1400to 2000

H = 2200to 3400

Heightof190mmblocks

Height of290mmblocks

450minlap

Longitudinalreinforcement:N12 inalternatecoursescommencingfrom topcourse. Omiton top ofclean-outblock

Longitudinal

reinforcement: N12 inalternate coursescommencing from topcourse. Omit on top ofclean-out block

Slopingbackfill orsurcharge

Sloping backfillor surchargeOptional

capping

Vertical reinforcement:N12 @400 cts

N12 @400cts

N16 @400N16 @400

V Bars

X Bars

V Bars

X Bars

K Bars

Optionalcapping

290

190

140

350

180

B

200

450minlap

H = 800to 1200

Longitudinal reinforcement:N12 in alternate coursescommencing from top course.Omit on top of clean-out block

Slopingbackfill orsurcharge

N12 @400cts

N12 @400

V Bars

X Bars

Optionalcapping

Fig B9 Construction Guidelines for Reinforced & Core Filled Retaining Walls with Base Type 1

Wall Height Reinforcement Base Dimensions

Total

Height Height of Blockwork X-Bars Width, B (mm) (mm) 150 200 300 and with following backfill conditions

H Series Series Series V-Bars K-Bars Level Max 1 in 4 Slope

800 800 N12 at 400 800 1000

1000 1000 N12 at 400 1000 1200

1200 1200 N12 at 400 1100 1500

1400 1400 N12 at 400 1300 1700

1600 1600 N16 at 400 1400 2000

1800 1800 N16 at 400 1600 2200

2000 2000 N16 at 200 1700 2500

2200 1400 800 N16 at 400 N16 at 400 1900 2800

2400 1600 800 N16 at 400 N16 at 400 2000 3100

2600 1600 1000 N20 at 400 N20 at 400 2200 3300

2800 1800 1000 N20 at 400 N20 at 400 2400 3600

3000 2000 1000 N16 at 200 N16 at 200 2600 3900

3200 2000 1200 N20 at 200 N16 at 200 2800 4200

3400 2000 1400 N20 at 200 N16 at 200 2900 4500

Table B3 Design Guidelines for Reinforced & Core Filled Retaining Walls with Base Type 1


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Structural Design

B14

190

D

WB B

250250

290

D

W

300

190

600min.lap

H = 1400to 2000

H = 2200to 3400



600min.lap

Longitudinal reinforcement:N12@400

N16 in top course only

N16 in topcourse only

Optionalcapping

N12@400 cts

N12@400 cts

V Bars

SL72 Fabric

N16@400N16@400 N16@400

V Bars

K Bars

Optionalcapping

SL72 Fabric

140

D

WB

450min.lap

H = 800to 1200

[email protected] fromtop course. Omit ontop of clean-outcourse

Surcharge orsloping backfill(1 in 4 max.)



N12@400 cts

V Bars

SL72 Fabric

Optionalcapping

Longitudinal reinforcement2 x N12@400cts. Omit ontop of clean-out course

LongitudinalreinforcementN12@400 cts.Omit on top ofclean-out course

N12@400N12@400

Fig B10 Construction Guidelines for Reinforced & Core Filled Walls with Base Type 2

Table B4 Design Guidelines for Reinforced & Core Filled Walls with Base Type 2

Wall Height Reinforcement Base Dimensions

Max. 1 in 4

Total Level Backfill Sloping Backfill

Height Height of Blockwork Heel Width Base Width Heel Depth Base Width Heel Depth

(mm) 150 200 300 (mm) (mm) (mm) (mm) (mm)

H Series Series Series V-Bars K-Bars W B D B D 800 800 N12 at 400 450 600 500 800 500

1000 1000 N12 at 400 450 800 500 1000 500

1200 1200 N12 at 400 450 1000 500 1200 600

1400 1400 N16 at 400 450 1200 500 1400 600

1600 1600 N16 at 400 450 1400 600 1600 700

1800 1800 N16 at 400 450 1600 700 1800 800

2000 2000 N16 at 200 600 1800 700 2000 800

2200 1400 800 N16 at 400 N16 at 400 600 2000 800 2200 900

2400 1600 800 N16 at 400 N16 at 400 600 2200 900 2400 1000

2600 1600 1000 N20 at 400 N20 at 400 900 2400 900 2600 1000

2800 1800 1000 N20 at 400 N20 at 400 900 2600 900 2800 1100

3000 2000 1000 N16 at 200 N16 at 200 900 2800 1000 3000 1200

3200 2000 1200 N20 at 200 N16 at 200 900 3000 1100 3200 1300

3400 2000 1400 N20 at 200 N16 at 200 900 3200 1200 3400 1500


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Structural Design

B15

200

55mmcover

1000

N16 @400 cts orN12 at 200 ctsN12 @400 cts

2700 max.

Floor slabreinforcement

Floor slab reinforcementN12 at 200 cts

Ag. drain

Verticalreinforcement:N16 @400 cts,central

Tanking to back face of walle.g. Bituminous coating

Series 200blocks

Horizontalreinforcement,N12 at 400 cts

Starter bar to matchwall reinforcementabove

One-course bond

beam with N12 bar

Note:Wall blocks andreinforcement asfor 'Typical Details'

200

Drained cavity

False wall

Ag. drain

190

20.20 knock-out blocksaw-cut at floor soffit level

Fig B11 Typical Details Fully Propped Wall

Fig B12 Alternative Details Fully Propped Wall


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Structural Design

B16

300300

55mm cover

1500N16 at 200 ctsN12 at 400 cts

2700 max.

1200

Timber floor

Ag. drain

Vertical reinforcementN16 at 400 cts, central

65mm cover toback face

65mm coverto back face

Tanking toback faceof wall

Series 200blocks

Horizontal reinforcement,N12 at 400 cts

Note:Reinforcement asfor Typical Details

Drained cavity

False wall

Ag. drain

Series 300blocks

190

190

290

290

140

Timber floor

Pole plate fixedto bond beam

One-coursebond beam using20.20 knock-out blockwith 1xN12 bar

or N20 at 400 cts

Floor slabreinforcement

Naturalsoil

Naturalsoil

Clean-outcourse

Fig B13 Typical Details Unpropped or Partially Propped Wall

Fig B14 Alternative Details Unpropped or Partially Propped Wall

NOTE: Backfill must be completed prior to construction of timber floor.


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Structural Design

B17

450 min.

Bars450 lap

'H' (2200 max.)

600 min.

Ag. drain 65mfall at 1:100 tooutlet

Free-draining gravel

Note:Footing size andreinforcement to suitsite conditions

Note:Retaining wall shall be propped prior tobackfilling and remain in place for aminimum of 7 days after placing floor slab

Verticalreinforcement:N12 at spacing 'S',centrally placed

Horizontalreinforcement,N12 at 400 cts

Knock-out blocksaw-cut at floorsoffit level

Starter bars,N12 @ spacing 'S',centrally placed

Use Double-U or H

blocks forsub-floor wallsection

Clean-out course

190

Floor slab reinforcementto suit site conditions

Vapour barrier andsand bedding under slab

Natural soil

450lap

N12 at same spacing as verticalreinforcement (spacing 'S')lapped 450 in wall and floor

N12 at same spacing asvertical reinforcement

Fig B15 Typical Details Subfloor Retaining Walls

Vertical Reinforcement Spacing

Height H(mm) Spacing S(mm)

1500 600

>1500 2200 400


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Structural Design

B18

NOTES


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1SECTIONC Fire DesignSTRUCTURAL, FIRE & ACOUSTICMasonry Design Guide

New South Wales

BOOK

1


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Fire Design

C2

Masonry Design forFire Resistance

Fire Resistance Levels (FRL)

FRL come from the Building Code of Australias (BCA) tables

for Type A, B or C construction. The Type of construction

depends on the Class of building and the number of stories

or floors.

There are 3 figures in the Fire Resistance Level.

eg: FRL 60/120/120 meaning Structural Adequacy for 60

minutes / Integrity for120 minutes / Insulation for120 minutes.

Structural Adequacy

This governs the wall height, length, thickness and restraints.Masonry unit suppliers do not control the wall height, length

or restraints, therefore do not control Structural Adequacy.

However, information that is useful in the design of masonry

walls is the maximum Slenderness ratio (Srf). Boral Masonry

provides Srfinformation for all of its masonry units, and its

use is discussed in more detail later.

Integrity

This is the resistance to the passage of flame or gas. To

provide integrity, masonry walls must be structurally

adequate because cracks that form when it bows can allowflame through the wall. Since the masonryunit supplier does

not control Structural Adequacy, they cannotcontrol integrity

either.

Insulation

This is resistance to the passage of heat. Insulation is governed

by the type and thickness of the material used to produce the

masonry unit. This is controlled by the masonry unit

manufacturer. In relation to FRL, masonrymustalways provide

Insulation to an equal or better level than is required for

Integrity.

Masonry Design forStructural Adequacy FRL

Legend for the following formulae

Srf = the slenderness ratio in design for fire resistance for

structural adequacy. See table C2 on page C7 for

maximum Srf.

avf = 0.75 ifthe memberis laterallysupported along its top edge.

= 2.0 if the member is not laterally supported along its

top edge.

H = the clear height of a memberbetween horizontal lateral

supports; or

= for a memberwithouttop horizontal support,the overall

height from the bottom lateral support.

t = the overall thickness of the member cross-section

perpendicular to the principal axis underconsideration;

for members of cavity wall construction, the wall

thickness assessed is in accordance with AS3700

Clause 6.3.2.1(a) and (b).

ah = 1.0 if the member is laterally supported along both its

vertical edges.

= 2.5 if the member is laterally supported along onevertical edge.

L = The clear length of a wall between vertical lateral

supports; or

= for a wall without vertical support at one end or at a

control joint orforwalls containing openings, the length

to that unsupported end or control joint or edge of

opening.

NOTE: A control joint in a wall, or an edge to an opening in

a wall, shall be regarded as an unsupported edge to the wallunless specific measures are taken to provide adequate lateral

support at the edge.

Structural Adequacy may be overridden by design for

robustness; wind; live or earthquake loads.

A fire on one side of a wall will heat that side, making it

expand and lean towards the fire. When the lean or bow

reaches half the thickness of the original wall, the wall

becomes structurally inadequate. The formulae in AS3700,

Clause 6.3.2.2 limits masonry panel size, depending on its

restraints and thickness.


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Fire Design

C3

The Slenderness ratio (Srf) of the proposed wall is calculated

as per Clause 6.3.2.2. If this value is less than the maximum

Srf in Table 6.1 [or the Srf calculated from Fire Tests and

Clause 6.3.3(b)(ii)], then the wall complies. If the Srfof the

wall is greater than the maximum permissible, it isrecalculated foran increased thickness and/orextra restraints.

There are 4 formulae for calculating Srf: 6.3.2.2 (1) and (2)

are the HEIGHT formulae.

FORMULA 1 and 2 is:

6.3.2.2 (3) is the PANEL ACTION formula.

FORMULA 3 is:

6.3.2.2 (4) is the LENGTH formula.

FORMULA 4 is:

The actual Srfis the lesser of the resulting figures.

Formula (1) and (2) always govern where there is no end

restraint, and often govern where walls are long, relative to

their height. Projects with multiple wall lengths (eg: home

units) can use this formula as a one size fits all method of

calculating the masonry thickness.

Formula (3) allows a wall to exceed the height given by formula

(1) and (2) provided at least one end is restrained as well as

the top.

Formula (4) governs the wall length, often where there is no

top restraint (eg: portal frame factories) and where walls are

short, relative to their height (eg: a lift well orvent shaft).

From a suppliers perspective,it is helpful to be able to calculate

the maximum height* for a given thickness (masonry unit),

eg:

and calculate the thickness from a given wall size.

where t is the OVERALL thickness, whether the units are

solid or hollow.

NOTE:* Refer to the Structural Adequacy Selection Graphs

on pages C9 to C20 for maximum height values.

t =avfx H

Srf

H =Srfx t

avf

Srf = ahL

t

Srf =0.7

t

Srf = avfH

t

Forcavitywalls, two thirds of the total thickness can be used

for t, provided that BOTH leaves are restrained in the same

positions (eg: external leaf stops at slab also). If the external

leaf is a veneerto the slab edge,the internal leaf must provide

the Structural Adequacy FRL on its own.

For reinforced masonry, the Srf of 36, from Table C2 on

page C7 may be used. Reinforcement can be horizontal, as

bond beams when spanning between columns. Reinforcement

can be vertical, as filled cores when spanning between slabs.

In either case, reinforcement can be spaced up to 2m apart,

depending on span. This reinforcement stiffens the masonry

and resists bowing. Reinforced walls with Srf< 36 have a 240

minute FRL for Structural Adequacy.

All calculations should be checked by an engineer. Other

loads may supersede Structural Adequacy requirements.

Masonry Design for

Integrity FRL

It is impractical to provide test results forall possible masonry

wall designs,and therefore Integrity mustbe proved in some

other way. With masonry wall design, the most practical way

to prove Integrity is to prove Structural Adequacy and

Insulationequal to orbetterthan the Integrityrequirement.

(Logically, if the wall is designed to minimise bowing it will

not crack and therefore resist the passage of flame and gas

for the specified time).

This method is also the best way to prove integrity even

when a wall may not be required to complywith a structural

adequacyFRLvalue,such as is the case with non loadbearing

walls. eg: if the BCA requires an FRL of -/90/90,the wall has

no actual structural adequacy requirement, but to prove

integrityof 90 minutes, the wall must be structurallyadequate

for 90 minutes.

avfH ah L


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Fire Design

C4

Masonry Design forInsulation FRL

Insulation is the one FRL component that a masonry unit

manufacturer does control. It is governed by the type of

material and the material thickness.

Material thickness is defined in AS3700, Clause 6.5.2as the

overall thickness for solid and grouted units and units with

cores not more than 30% of the units overall volume.

For hollow units (cores > 30%), the material thickness is the

net volume divided by the face area.

For cavitywalls, t = the sum of material thicknesses in both

leaves, (not two thirds as for the Structural Adequacy FRL).

Options for Increasing FRLs

The Structural Adequacy FRL can be increased by adding

wall stiffeners, byincreasing the overall thickness, byadding

reinforcement orbyprotecting the wall with Boral Plasterboard

FireStop board, fixed to furring channels (on both sides of

the wall if a fire rating is required from both sides).

IntegrityFRLs are increased by increasing the other two FRL

values to the required Integrity FRL.

Insulation FRLs can be increased by core filling, by adding

another leaf of masonry, by rendering both sides of the wall

if the fire can come from either side. NOTE: Only ONE

thickness of render is added to the material thickness and

that must be on the cold side because the render on the

exposed face will drop off early in a fire).

Boral FireStopplasterboard on furring channels can increase

the Insulation FRL from either side. Unlike render, the Boral

FireStop and furring system does not drop off the hot side

so quickly due to the boards fire resistance, the mechanical

fixing of the board to furring and the furring to the wall.

Effect of Chases on Fire RatedMasonry

Structural Adequacy FRL

To assess the effect of chases on Structural Adequacy FRLs,

the direction in which the wall spans must be taken into

account.

Walls spanning vertically may be chased vertically. The

horizontal chase is limited to 4 times the wall thickness.

Walls spanning vertically and horizontally may be chased

horizontally up to half the wall length. Horizontal chases

should be kept to a bare minimum. Walls spanning vertically

and horizontally may be chased vertically up to half the wall

height.

If these limits are exceeded, the masonry design thickness

must be reduced by the depth of the recess or, in the case of

vertical chases, designed as 2 walls with unsupported ends

at the chase.

Integrity and Insulation FRLs

Maximum depth of recess is 30mm. Maximum area is

1,000mm2. Total maximum area on both sides of any5m2 of

wall is 100,000mm2

If these limits are exceeded, the masonry design thicknessmust be reduced by the depth of the recess.

Recesses for Services

Recesses that are less than half of the masonrythickness and

are less than 10,000mm2 for both sides within any 5m2 of

the masonry, do not have an effect on fire ratings.

If these limits are exceeded, the masonry design thickness

must be reduced by the depth of the recess.


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Fire Design

C5

Step 1

Determine required wall FRL from the Building Code

of Australia (BCA).

The Building Code of Australia (BCA), Section C defines

the CLASS and TYPE of building and designates the

required Fire Resistant Level (FRL) in terms of threecriteria. See adjacent example.

NOTE: For masonry wall design, the FRL for any given wall

must comply with:

Structural Adequacy Integrity Insulation

Refer to the section Design for Integrity on page C3 for

additional explanation.

How to Select Boral Masonry Units for Fire Rated Walls

All design information, table data and graphs in this guide

are derived from formulae in AS3700 : 2001 Masonry

Structures, Part 6.3 for Structural Adequacy Fire ResistanceLevels (FRL) and Part 4.6 for Robustness.

Tables and graphs assume all walls are built on concrete

slabs or broad footings and have adequate restraints. Piers,

cavity walls, freestanding walls, earthquake, wind and otherloads are not addressed in this guide. All fire rated walls

should be designed by a suitably qualified engineer.

eg. If the BCA required FRL is: /120/60

Then the chosen wall design must have anactual FRL of: 120/120/120 or better.

Example

eg: 120/60/60

Insulation

IntegrityStructural Adequacy

Worked Example

A 6m high, 6m long fire rated, non-loadbearing wall in a

3 storey warehouse. BCA specifies Class 7, Type b

Construction.

BCA Section C1.1, Table 4 specifies an FRL 240/240/240.


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Fire Design

C6

Material Attributes (New South Wales)

Scoria Blend High Fire Rated Block uc = 4MPa.

Offers excellentInsulation and Structural AdequacyFRLs forNON-

LOADBEARING fire rated walls. 10% lighter than Standard Greyunits. Scoria Blend is hard,durable and suitable forpaintorrender.

Acoustic performance with plasterboard linings is excellent. Acoustic

performance with render is medium range.

FireLight (FL) uc = 3MPa

Insulation FRL of 90 to 120 minutes. High slenderness ratio

(S rf) for Structural Adequacy FRL. Suitable for NON

LOADBEARING fire rated walls. Lightweight, 35% lighter than

Standard Grey units. Acoustic performance with plasterboard

linings is excellent.

Basal t (B) uc = 10MPa for blocks and 12MPa

for bricks

Offers excellentSrfvalues forStructural AdequacyFRL. Suitable

for LOADBEARING walls. Acoustic performance with

plasterboard is excellent. Acoustic performance with render

is excellent.

Designer Blockuc = 15MPa.

Blocks provide a 60 minute Insulation FRL. Suitable for

LOADBEARING applications.

Standard Grey Blockuc = 10MPa.

Suitable for LOADBEARING walls. 60 minute insulation FRL

as hollow blockwork.

Reinforced Grout Filled Masonryuc = 15MPa.

AS3700 allows an Srfvalue of 36 forreinforced masonry. This

in turn allows for the largestwalls to be built using the thinnest

masonry option. Suitable for LOADBEARING applications.Grout strength to be 20MPa. 240 minute insulation FRL as

fully grout filled blockwork.

Step 2

Select an appropriate Boral Masonry Unit based on

the FRL Insulation Requirement.

The third figure in an FRL rating is the Insulation.

Table C1 provides the Insulation values for the various

Boral units.

Check the Materials Attributes (see notes below the table)

to ensure the selection is fit for its purpose.

Worked Example

From Table C1, the following units all achieve 240 minutes

FRL for Insulation:

Scoria Blend 15.401, 20.401, and 11.119F

Calcium Silicate Basalt 165S119B

Grouted Masonry (190mm) 20.42and 20.91.

If the wall is non loadbearing, the use of Scoria Blend may

be the more cost effective.

Table C1 FRL Insulation Values for Boral Masonry Units (New South Wales)

Fire INSULATION FRL (minutes)

Test 30 60 90 120 180 240 Material Product Code/TypeYes FireBlock/FireBrick (F) Scoria Blend 10.201; 15.201; 20.201; 9.162F

Yes FireBlock/FireBrick (F) Scoria Blend 10.331; 15.301; 20.301

Yes FireBlock/FireBrick (F) Scoria Blend 15.401; 20.401; 11.119F

Yes FireLight (FL) 10.01FL; 15.01 FL: 20.01FL; 9.162FL

Yes FireLight (FL) 10.119FL; 11.162FL

d.t.s. Basalt-Concrete (B) 15.01B

d.t.s. +render Basalt-Concrete (B) 10.01B; 10.31B; 20.01B; 9.162B

d.t.s. Basalt-Concrete (B) 10.119B

d.t.s. +render Basalt-Concrete (B) 11.119B + other 110mm cored

d.t.s. Calcium Silicate Basalt M3H119B; + other 90mm

d.t.s. Calcium Silicate Basalt S3H119B; + other 110mm

d.t.s. Calcium Silicate Basalt 140S119B; + other 140mm

d.t.s. Calcium Silicate Basalt 165S119B

d.t.s. DesignerBlockand Standard GreyConcrete 15.01.

d.t.s. +render DesignerBlockand Standard GreyConcrete 10.01; 10.31; 20.01

d.t.s. +render Grouted Masonry 140mm 15.42; 15.91

d.t.s. Grouted Masonry 190mm 20.42; 20.91

d.t.s. deemed to satisfy. +render = 10mm render both faces

* Product Codes listed are for the Full Size Unit. Fractional size blocks in the same range have the same FRL rating.


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Fire Design

C7

Step 3

Check the Structural Adequacy of the selected units.

The Slenderness ratio (Srf) of a fire rated wall is calculated

as per AS3700 : 2001, Clause 6.3.2.2, and must not exceedthe Srfvalues given in AS3700 or calculated from Fire Tests.

Table C2provides the maximum Srfvalues forBoral masonry

units.

Worked Example

The calculated Srfvalue for your wall design MUST NOT

EXCEED the value from the accompanying table.

See following page for an explanation on using the BoralSrf graphs to assist preliminary selection.

eg. Scoria Blend required to provide Structural Adequacy

for 240 minutes has an Srf= 24. (refer to Table C2 below).

Also refer to the previous explanation and AS3700 for Srf

calculation methods.

In this example, the 6 x 6m wall,with lateral restraint on 4

sides, 190mm thick has an Srf = 19.2. as per formula

6.3.2.2 (3).

Alternative is 20.91 with reinforcement and core filling,

however,as the wall in this example is non-loadbearing, the

Scoria Blend 20.401 is the more economical solution.

SrfValues

Fire FRL (minutes) for Structural AdequacyTest 30 60 90 120 180 240 Material Condition of use

Yes 25.9 25.9 25.9 25.9 25.9 24 Scoria Blend (F) FireBrick/FireBlock Non loadbearing ONLY

Yes 20.4 20.4 20.4 20.4 20.4 20.4 Custom Scoria Blend (S) Loadbg 110mm made to order

Yes 29 29 26.9 24.9 22.2 20.3 FireLight (FL) Non loadbearing ONLY

d.t.s. 25 22.5 21 20 18 17 Basalt-Concrete (B) Any

d.t.s. 25 22.5 21 20 18 17 Calcium Silicate-Basalt Any

d.t.s. 19.5 18 17 16 15.5 15 Standard Grey and Designer Block Any

d.t.s. 36 36 36 36 36 36 Reinforced & Grouted Masonry Any

d.t.s.= deemed to satisfy, as per AS3700 : 2001,Table 6.1.

Table C2 Maximum Srf Values for Boral Masonry Units


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Fire Design

C8

IMPORTANT

The following selection graphs are based on Specific

Products manufactured at New South Wales BoralPlants. Should these units be sourced from other plants,

the specification should be checked with the respective

supply plant.

To assist with the preliminary selection of Boral masonry

units for fire rated walls, a graphical selection method based

on Srfvalues has been developed.

The following pages provide graphs and tables fora selection

of Boral masonry units where at least one end of the wall has

lateral restraint.

Additional tables are provided forwalls with no end restraint

and for reinforced/grout filled masonry,following these graphs.

Boral Structural Adequacy Selection Graphs & Tables

SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy240 minutes FRL

Laterally supported

both ends and top

Length of wall between supports (m)

Heightofwallbetweensu

pports(m)

140mm

190mm

110mm

90mm

LeafThickness

Worked Example

1. Select the appropriate masonry unit material.

2. Select the appropriate page with Structural

Adequacyforthe required minutes. (240 minutes

for this example).

3. Select the appropriate graph for the chosen wall

restraint (support) criteria. (Support on both sides,

top and bottom for this example).

4. Plot the intersection of the Wall Height and the

Wall Length on the graph. (For this example 6m

height x 6m length).

5. The result MUST FALL BELOW the coloured line

indicated for the chosen masonry unit thickness.

In this example, the result is above the line for

140mm units butbelow the line for190mm units.

Therefore 190mm units would be suitable. (140mm

units would not be suitable for this example).

Scoria-Blend

How to Use the Boral Structural Adequacy FRL Graphs

Product Group FRL Minutes (Structural Adequacy) Page

NSW Firebrick/Fireblock Scoria Blend Masonry (F) 60 180 C9

NSW Firebrick/Fireblock Scoria Blend Masonry (F) 240 C10

FireLight Brick (FL) 90 C11

FireLight Brick (FL) 120 C12

Basalt Concrete Masonry (B) 60 C13

Basalt Concrete Masonry (B) 90 C14

Calcium Silicate Basalt Masonry 60 C15




Standard Grey and Designer Block 60 C19

Standard Grey and Designer Block 90 C20

Walls Restrained at Top (Unrestrained Ends) 60 240 C21

Reinforced Masonry Walls 60 240 C22

Index to Structural Adequacy FRL Graphs & Tables


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SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 180 minutes FRL

Laterally supported

one end and top


Heightofwallbetweensupports(m)

140mm

190mm

110mm

90mm

LeafThickness

100mm

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 180 minutes FRL

Laterally supported

one end top free


Heightofwallbetweensupports(m

)

140mm190mm

110mm90/100mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 180 minutes FRL

Laterally supported

both ends and top


Heightofwallbetweensupp

orts(m)

140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 180 minutes FRL

Laterally supported

both ends, top free



140mm

190mm

110mm100mm90mm

LeafThickness

NSW FireBrick/FireBlock Scoria Blend Masonry (F) - Srf = 25.9

Structural Adequacy for 60-180 minutes Fire Resistant Level (FRL)


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SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

240 minutes FRL

Laterally supported

both ends and top



orts(m)

140mm

190mm

110mm

90mm

LeafThickness

100mm

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

240 minutes FRL

Laterally supported

both ends, top free



140mm

190mm

110mm

90mm

LeafThickness

100mm

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

240 minutes FRL

Laterally supported

one end and top



140mm

190mm

110mm

90mm

LeafThickness

100mm

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

240 minutes FRL

Laterally supported

one end top free



)

140mm190mm

110mm90/100mm

LeafThickness

NSW FireBrick/FireBlock Scoria Blend Masonry (F) - Srf = 24

Structural Adequacy for 240 minutes Fire Resistant Level (FRL)


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SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

both ends and top


Heightofwallbetweensuppo

rts(m)

140mm

190mm

110mm

90mm100mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

both ends, top free



rts(m)

140mm

190mm

110mm

90mm100mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

one end and top



)

140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

one end, top free



)

140mm190mm

110mm90/100mm

LeafThickness

FireLight Bricks (FL) - Srf = 26.9



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FireLight Bricks (FL) - Srf = 24.9


SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

both ends and top



140mm

190mm

110mm

100mm90mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

both ends, top free



rts(m)

140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

one end and top



)

140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

one end top free



)

140mm190mm

110mm90/100mm

LeafThickness


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C13

Basalt-Concrete Masonry (B) Srf = 22.5


SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9


Laterally supported

both ends and top



rts(m)

140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 minutes FRL

Laterally supported

both ends, top free



rts(m)

140mm

190mm

110mm90mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9


Laterally supported

one end and top



140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 minutes FRL

Laterally supported

one end, top free



140mm190mm

110mm90mm

LeafThickness


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C14

Basalt-Concrete Masonry (B) - Srf = 21


SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

both ends and top



rts(m)

140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

both ends, top free



rts(m)

140mm

190mm

110mm90mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9


Laterally supported

one end and top



140mm

190mm

110mm100mm90mm

LeafThickness

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

one end, top free



140mm190mm

110mm90mm

LeafThickness


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C15

SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 minutes FRL

Laterally supported

both ends and top



orts(m)

140mm

110mm

90mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 minutes FRL

Laterally supported

both ends, top free



140mm110mm90mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 minutes FRL

Laterally supported

one end and top



140mm

110mm

90mm

LeafThickness

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

60 minutes FRL

Laterally supported

one end, top free



)

140mm110mm90mm

LeafThickness

Calcium Silicate-Basalt Masonry (Boral Calsil) - Srf = 22.5



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SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

both ends and top



orts(m)

140mm

110mm

90mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

both ends, top free



140mm110mm90mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

one end and top



140mm

110mm

90mm

LeafThickness

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

90 minutes FRL

Laterally supported

one end, top free



)

140mm110mm90mm

LeafThickness

Calcium Silicate-Basalt Masonry (Boral Calsil) - Srf = 21



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SUPPORT

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

both ends and top



orts(m)

140mm

110mm

LeafThickness

SUPPORTSUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

both ends, top free



140mm110mm

LeafThickness

SUPPORT

SUPPORT

SUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

one end and top



140mm

110mm

LeafThickness

SUPPORTSUPPORT

9

8

7

6

5

4

3

2

1

0

0 1 2 3 4 5 6 7 8 9

Structural Adequacy

120 minutes FRL

Laterally supported

one end, top free



)

140mm110mm

LeafThickness

Calcium Silicate-Basalt Masonry (Boral Calsil) - Srf = 20



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SUPPORT

S

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