RitekXLWall Manual 2010 01

XL Wall Systems

Design & Detailing ManualVersion 2010.02

An innovative pre-fabricated permanent formwork wall solution; factory made to suit your building requirements.

I am very pleased with the savings I made from the reduced interest (as a result of the speed of construction and being able to construct during the wet) which amounted to well over $500k. The building has also been finished beautifully which is a testament to the performance of the new panel design.

Michael Milatos, DirectorCENTO Builders and Developers

Project: Oasis on Woods St, Darwin CBD

p: 1300 929 782

w: www.ritek.net.au e: [email protected]

Head Office: Postal: PO Box 730 COOROY QLD 4563

Ritek XL Wall SystemsDesign & Detailing Manual

Version 2010.02

Information contained within this document is Copyright 2011 and may not be reproduced without permission from Ritek Building Solutions Pty Ltd.

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OUTSTANDINGFIRE RATING

HIGH THERMALRATING

EXCELLENTACOUSTIC RATING

STRUCTURALSTRENGTH

ENVIRONMENTALCREDENTIALS

05

Design Information Ritek XL Wall System Page Number

1 Introduction 05 1.1 Scope 05 1.2 Product Description 05 1.3 Preliminary Wall Selection Guide 06 Table 1.1 - Preliminary Selection of Ritek XL Walls for Class 2 and 3 Buildings 06

2 Vertical Load Capacity 07 3 Lateral Load Capacity 08 Chart 3.1 Design Lateral Load Capacity 09

4 Racking Resistance 10 4.1 Wall Overturning 10 4.2 Wall Shear 11 4.3 Racking Resistance 12 Chart 4.1 Racking Resistance 12

5 Lintel Capacity 13 5.1 Flexural Capacity 13 5.2 Shear Capacity 14 5.3 Deflection 14 Chart 5.1 Lintel Design Load Capacity, 115XL Wall 15 Chart 5.2 Lintel Design Load Capacity, 135XL Wall 16 Chart 5.3 Lintel Design Load Capacity, 150XL Wall 17 Chart 5.4 Lintel Design Load Capacity, 165XL Wall 18 Chart 5.5 Lintel Design Load Capacity, 200XL Wall 19 Chart 5.6 Lintel Design Load Capacity, 265XL Wall 20

6 Fire Design 21 6.1 Summary of Fire Resistance Level Requirements of the BCA 21 - 22 6.2 Compliance Requirements of AS 3600 23 - 24 6.3 Recesses and Chases Requirements of AS 3600 25

7 Thermal Performance 26 7.1 XL Wall Using Insulation Cladding 26 7.2 XL Thermal Wall (Integrated Insulation) 27

8 Acoustic Performance 28 Table 8.1 Acoustic Performance of Ritek XL Walls 29 Table 8.2 Compliance of Ritek XL Walls for Class 2 and 3 Buildings 29

9 Design Examples 30 9.1 Vertical Strength 30 9.2 Racking Strength 31 9.3 Fire Resistance 32

10 Notes on Aluminium XL Wall System Components 32

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Design and Detailing Manual

Version 2010.02

This manual is subject to regular updates, the latest version can be obtained by contacting Building Solutions Pty Ltd. on 07 5472 2500 or by email [email protected]. This manual and its contents are Copyright and may not be reproduced without the written permission of Building Solutions Pty Ltd.

The design of the wall system for a building or application requires the services of professional consultants. This information has been prepared as a source of information to provide general guidance to professional consultants and no way replaces the services of professional consultants. No liability can therefore by accepted by Building Solutions for its use.

2012 Ritek Building Solutions NOT TO BE COPIED

Always refer to local state building regulations and current safety requirements. Please Note: Diagrams not to scale.

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Page Number

1 Detailing Information 33

2 Panel Details 34 2.1 Component Overview 34 2.2.1 Wall Panel Sectional Elevations 35 2.2.2 XL Thermal Wall Panel Sectional Elevations 36 2.3.1 Wall Panel Sectional Plans 37 2.3.2 XL Thermal Wall Panel Sectional Plans 38 2.4 Window and Door Sectional Elevations 39 2.5 Window and Door Sectional Plans 40

3 Reinforcement 41 3.1 Wall Reinforcement 41 3.2 Corners 42 3.3 Squints 42 3.4 Blade Wall Ends 42 3.5 Wall Openings 42 3.6 Lintels 43 3.7 Tee Junctions 43 3.8 Cross Junctions 43 3.9 Floor/Wall Junctions 44 3.9.1 Conventional Slab 44 3.9.2 Ultrafloor Slab 45 3.9.3 Ezidek Slab 46 3.9.4 Bondek Slab 47 3.9.5 Trussdek II Slab 48 3.10 Joints 49 3.10.1 Facing Sheet Movement Joints 49 3.10.2 Wall Construction Joints 49 3.10.3 Wall Control Joints 50

4 Services 51 4.1 Plumbing 51 4.2 Electrical 52

5 Wall Finishes 53 5.1 Lighting 53 5.2 Interior Joint Setting and General Setting 53 Panel Joint Setting 53 Corner Closer Setting 54 Setting of Nib Ends, Square Set Doors and Window Openings 55 Setting of Tee-Junction Closers 55 Interior Panel Decoration 55 Steps in Floor Levels 55 5.3 External Panel Texture Coating 56 External Panel Jointing 56 5.3.1 Texture Coating Manufacturers 56

Ritek XL Wall System - Version History 57

Ritek XL Wall System - Conformance Certification 57

Ritek XL Wall System - Specification Sheet 58

Ritek XL Wall System - Preliminary Wall Selection Guide 59

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Detailing Information Ritek XL Wall System



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Ritek XL Wall System - Design

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Detailing1 INTRODUCTION

1.1 ScopeThis manual has been prepared to assist in the detailing of the Ritek XL walling system. It provides a basis from which to work, but does not replace the services of professional consultants on specic projects.

1.2 Product DescriptionOverview The Ritek XL walling system is essentially prefabricated panels used to provide permanent formwork for insitu reinforced-concrete walls. The Ritek XL walling panels consist of 6-mm bre-cement, recessed-edge facing sheets, bonded to vertical studs. The studs are made up from aluminium sections connected together with plastic spacer pieces. The panels are stood in place, both vertical and horizontal reinforcement is placed as required and the wall completed by lling the panels with structural concrete. Once complete the walls act as reinforced concrete and the design, detailing and construction of the walls must comply with AS 3600 Concrete structures.

Panel Dimensions Ritek XL walling system is manufactured with standard overall wall thicknesses of 115, 135, 150, 165 and 200 mm, prefered heights of 2.4, 2.7, 3.0, 3.6 and 4.2 m and a standard panel width of 1.2 m. Other thicknesses and heights are supplied if necessary to suit specic project requirements. The number in the Ritek XL Wall Type code is the overall thickness of the wall, including the 6 mm bre-cement facing sheets, ie a 135XL Ritek wall is 135 mm thick overall. The corresponding concrete thickness would be 135 mm less 12 mm, ie 123 mm thick.

Concrete The recommended concrete is either 25 MPa or 32 MPa. Walls of higher strength can be obtained using higher strength concretes, but special care needs to be taken and it is generally preferable to increase the wall thickness rather than concrete strength.

Reinforcement The recommended reinforcement is N12 rods @ 400 mm centres both vertical and horizontal. Shear walls, ie walls needing to resist racking forces, require starter bars of the same size and spacing as the vertical reinforcement to connect the wall to the oor slab. If the wall is not required to resist racking forces, the starter bars can be reduced to one N12 rod at the ends of walls and the side of openings and N12 rods at 2 m maximum spacing along the wall.

FIGURE 1.1 Typical Details of Ritek XL Wall System

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1 INTRODUCTION

1.1 Scope

This manual has been prepared to assist in thedetailing of the Ritek XL walling system.It provides a basis from which to work, butdoes not replace the services of professionalconsultants on specific projects.

1.2 Product DescriptionOverviewThe Ritek XL walling system is essentiallyprefabricated panels used to provide permanent formwork for insitu reinforced- concrete walls. The Ritek XL walling panelsconsist of 6-mm fibre-cement, recessed-edgefacing sheets, bonded to vertical studs. Thestuds are made up from aluminium sectionsconnected together with plastic spacer pieces.All aluminium components are protected with a chromate coating. The panels are stood in place, both vertical and horizontal reinforcement is placed as required and the wall completed by filling the panels with structural concrete. Once complete the walls act as reinforced concrete and the design, detailing and construction of the walls must comply with AS 3600 Concrete structures.

Panel DimensionsRitek XL walling system is manufacturedwith standard overall wall thicknesses of 115,135, 150, 165, 200 and 265 mm, preferred heights of 2.7, 3.0, 3.6 and up to 5.0m, and a standard panel width of 1.2 m. Other thicknesses and heights are supplied if necessary to suit specific project requirements. The number in the Ritek XL Wall Type code is the overall thickness of the wall, including the 6 mm fibre-cement facing sheets, ie a 135XL Ritek wall is 135 mm thick overall. The corresponding concrete thickness would be 135 mm less 12 mm, ie 123 mm thick. Minimal panel width is 100mm and maximum panel height is 5.0m.

ConcreteTypical concrete specified is either 25 MPaor 32 MPa. Walls of higher strength can beobtained using higher strength concretes,but special care needs to be taken and itis generally preferable to increase the wallthickness rather than concrete strength.

Reinforcement For crack control and shear resistance, AS3600 requires a nominal minimum amount of reinforcement be provided and that the nominal spacing is required. The reinforcement used in Ritek walls is typically N12 rods @ 400crs both vertically and horizontally. This specification is based on extensive experience of Ritek walls having excellent crack control when reinforced with rods at 400 mm spacing and an extensive series of laboratory testing of panels showing that the shear resistance is well in excess of that given by AS3600. Where higher racking resistance is required the quantity of reinforcement can be increased. Where connection to floors is required, starter rods of the same size and spacing as the vertical reinforcement are used.



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Ritek XL Wall System Introduction

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1.3 Preliminary Wall Selection Guide

Table 1.1 gives guidance as to the wall type most likely to be required for various building applications based on the main fire resistance requirements.

Note that there may be some specific situations where additional fire resistance requirements are required, therefore it is recommended to refer to the current BCA for details. In certain locations, to satisfy thermal or acoustic requirements the walls may need to be built up with additional material, refer to thermal and acoustic properties in this manual.

For walls over 5 m high the thickness of the walls may need to be increased, refer to specific design sections in this manual for details.

Preliminary selection of Ritek XL walls TABLE 1.1Building Class Wall Location / Application BCA Fire Requirement Minimum Ritek XL Wall Type

Class 1 All - 115 XL

Class 2

Fire Separation Walls 90 / 90 / 90 135 XL

Non-fire separating internal load-bearing walls up to 3m high

90 / - / - 165 XL

Class 5, 7a & 9

Fire separation walls 120 / 120 / 120 165 XL

Non-fire separating internal load-bearing walls up to 3m high

120 / - / - 165 XL

Non-fire separating internal load-bearing walls over 3m high

120 / - / - 200 XL

Class 6

All walls up to 3m high 180 / 180 / 180 165 XL

Fire separation internal load-bearing walls over 3m high 180 / 180 / 180 200 XL


180 / - / - 265 XL

Class 7b & 8

All walls up to 3m high 240 / 240 / 240 200 XL

Fire separation internal load-bearing walls over 3m high 240 / 240 / 240 265 XL


240 / - / - -

Typical Ritek XL Wall Selection Guide Typical Ritek XL Wall Applications

115XL - Buildings up to 5 stories135XL - Buildings up to 10 stories150XL - Buildings up to 20 stories165XL - Highly loaded walls200XL - Highly loaded walls265XL - Highly loaded walls

- Internal Walls - Columns- External Walls - Sheer Walls- Party Walls - Blade Walls- Retaining Walls - Core Walls- Stairwells and Lift Shafts - Footings and Boundary Walls



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Design2 VERTICAL LOAD CAPACITY

The vertical load design capacity (Nu) for the various wall thicknesses, wall heights and support conditions are shown in Charts 2.1 to 2.4.

The design capacities have been calculated in accordance with AS 3600 Clause 11.4 SIMPLIFIED DESIGN METHOD FOR BRACED WALLS SUBJECT TO VERTICAL FORCES ONLY, as follows:

Design axial compressive strength = Nu (kN/m)where: = 0.6 Nu = the ultimate strength (kN/m) = (tw 1.2e 2ea )0.6 fc 10

3

tw = Wall concrete thickness (m) = overall thickness 0.012

e = the eccentricity of the load (m) = 0 for continuous oor slab (adopt 0.05 tw as minimum) = 0.166 tw for discontinuous oor slab

ea = additional eccentricity (m) = H2we /(2500 tw) Hwe = the effective height of wall (m) = 0.75 Hwu where wall restrained against rotation top and bottom by oors = 1.0 Hwu where wall not rotationally restrained top and bottom

Hwe = 30 max. when N* > 0.03 fc Ag tw

= 50 max. when N* 0.03 fc Ag Hwu = Unsupported height of wall (m)

fc = Concrete compressive strength (MPa)

NOTE: Charts 2.1 to 2.4 have been calculated for inll concrete strengths of 25 MPa and 32 MPa. Where other concrete strengths are used, the capacities will change proportionally.

FIGURE 2.1 Continuity and Restraint Conditions

Ritek XL Wall System Vertical Load Capacity

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Design2 VERTICAL LOAD CAPACITY

The vertical load design capacity (Nu) for the various wall thicknesses, wall heights and support conditions are shown in Charts 2.1 to 2.4.

The design capacities have been calculated in accordance with AS 3600 Clause 11.4 SIMPLIFIED DESIGN METHOD FOR BRACED WALLS SUBJECT TO VERTICAL FORCES ONLY, as follows:

Design axial compressive strength = Nu (kN/m)where: = 0.6 Nu = the ultimate strength (kN/m) = (tw 1.2e 2ea )0.6 fc 10

3

tw = Wall concrete thickness (m) = overall thickness 0.012

e = the eccentricity of the load (m) = 0 for continuous oor slab (adopt 0.05 tw as minimum) = 0.166 tw for discontinuous oor slab

ea = additional eccentricity (m) = H2we /(2500 tw) Hwe = the effective height of wall (m) = 0.75 Hwu where wall restrained against rotation top and bottom by oors = 1.0 Hwu where wall not rotationally restrained top and bottom

Hwe = 30 max. when N* > 0.03 fc Ag tw

= 50 max. when N* 0.03 fc Ag Hwu = Unsupported height of wall (m)


NOTE: Charts 2.1 to 2.4 have been calculated for inll concrete strengths of 25 MPa and 32 MPa. Where other concrete strengths are used, the capacities will change proportionally.

FIGURE 2.1 Continuity and Restraint Conditions

2 VERTICAL LOAD CAPACITY



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Ritek XL Wall System Lateral Load Capacity

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Design3 LATERAL LOAD CAPACITYThe capacity of a wall subjected to a lateral load (wind or earthquake) is given in Chart 3.1.

It has been calculated on the basis of a simply-supported beam spanning vertically between oor supports, with central reinforcement @ 400 mm centres and concrete strength 25 MPa, refer Figure 3.1. Capacities are given for N12 and N16 vertical reinforcement. Higher capacities can be achieved by increasing the size of the vertical reinforcement.

The capacity is given by the formula:

Design Capacity, w = 8 Mu /L2 (kPa)

where:

Mu = fsy d Ast 1 0.6 Ast fsy 10-6 10-3

fc b d (kN.m)

= 0.8 L = Design span for bending (m) = Height between floors

b = Design width (m) = 1.0

d = Depth to tensile reinforcement (m) = tw/2

tw = Wall concrete thickness (m) = Overall wall thickness - 0.012

Ast = Area of vertical reinforcement (mm2)


fsy = Yield strength of reinforcement (MPa)

FIGURE 3.1 Assumptions for Lateral Load Capacity

(kN.m/m)

3 LATERAL LOAD CAPACITY



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Ritek XL Wall System Lateral Load Capacity

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CHART 3.1 Design Lateral Load Capacity36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

02.4 3.0 3.6 4.2 4.8 5.4 6.0

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w (

kPa)

FLOOR-TO-FLOOR WALL SPAN, L (m)

N12 at 400 crs,centrally placed

N16 at 400 crs,centrally placed

VERTICAL REINFORCEMENT

L

115 XL

135 XL

150 XL

165 XL

115 XL

200 XL

135 XL

150 XL

165 XL

200 XL

265 XL

WALL TYPE

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Design4 RACKING RESISTANCEWhen a wall is subjected to racking forces, it can fail by either overturning of the wall or shear through the length of the wall. The wall capacity is therefore limited by the lesser value of overturning or shear.

4.1 Wall Overturning The resistance to overturning of the wall is controlled by wall thickness and length, concrete strength and the amount and strength of tiedown reinforcement. In addition, weight of the wall as well as any other applied loads will help to resist overturning. The overturning is calculated in accordance with the assumptions contained in AS 3600 Clause 8.1.2.1 Combined bending and axial force. The following formula has been used:

where: V = Design overturning resistance (kN) = Strength reduction factor for shear = 0.7 (adopt shear value) fsy = Yield strength of reinforcement (MPa) fc = Concrete compressive strength (MPa) Ast = Area of tiedown reinf. in tension (mm

2) = Reinf. area over half wall length w = Total Vertical load on wall (kN/m) = ws + wsw ws = Superimposed permanent load (PL) (kN/m) wsw = Self-weight of wall (SW) (kN/m) d = Distance from the compression face (end of wall) to the centroid of tensile reinforcement (m) Hw = Wall height (m) Lw = Wall length (m) tw = Concrete thickness (m) = Overall wall thickness 0.012

The overturning capacities shown in Chart 4.1 have been calculated for the 115XL walls with concrete strength 25 MPa and tiedown rods N12@ 400 mm centres. Two sets of design curves are given covering two load cases. One set of curves is for a UPL of 0 kN/m and the second set is for a UPL of 100 kN/m. Where a UPL is between these values, the overturning capacity can be obtained by interpolation. Increases in wall size or concrete strength will only give marginally higher strength.

V = (fsy Ast 10-3 + w Lw)d 1

0.6(fsy Ast 10-3 + w Lw) w Lw d Lw

tw d fc 103 2

Hw

Ritek XL Wall System Racking Resistance

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Design4.2 Wall ShearThe shear strength through the wall is controlled by wall thickness and length, concrete strength and amount and strength of reinforcement. The shear capacity is calculated in accordance with AS 3600 Clause 11.5.3 Strength in shear, as follows:

Vu = (Vuc + Vus)

When Hw/Lw < 1.3

Vuc = 0.66 fc 0.21 Hw fc 0.8 Lw tw 103 Lw When 1.3 Hw/Lw < 1.83

Vuc = 0.05 fc + 0.1 fc 0.8 Lw tw 103 Hw 1 Lw

When Hw/Lw 1.83

Vuc = [0.17 fc ]0.8 Lw tw 103

Vus = As fsy 0.8 Lw 10

3 s

where: Vu = Design strength in shear (kN)

Vuc = Shear strength without reinf. (kN)

Vus = Contribution to shear strength by reinforcement (kN)

= Strength reduction factor for shear = 0.7


fsy = Yield strength of reinforcement (MPa)

As = Area of vertical and horizontal reinforcing bars (mm2)

s = Spacing of vertical and horizontal reinforcing bars (mm)

Hw = Wall height (m)

Lw = Wall length (m)

tw = Wall concrete thickness (m) = Overall thickness 0.012

The shear capacity given in Chart 4.1 have been calculated for the 115XL wall with concrete strength 25 MPa and N12 bars @ 400 mm centres. Increases in wall size, concrete strength or reinforcement will give proportionally higher shear strength.

4.3 Racking ResistanceThe racking resistance given in Chart 4.1 is the lesser of the shear and overturning values. Except for long and heavily-loaded walls, the value of racking resistance is limited by overturning.


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FIGURE 5.1 Assumed Details for Lintel Capacities

5 LINTEL CAPACITYThe design lintel capacity is the lesser of the strength in exure or in shear. Deection must also be checked to ensure that serviceability limits are not exceeded.

The design capacities given in Charts 5.1 to 4.5 have been calculated on the basis of simply supported beams using concrete strength of 25 MPa and the details shown in Figure 5.1.

5.1 Flexural CapacityThe capacity in exure is calculated for a simply-supported beam using the following formula:

Design Capacity, w = 8 Mu /L2 (kN/m)

where:

Mu = fsy d Ast 1 0.6 Ast fsy 10-6 10-3

fc b d (kN.m)

= 0.8 L = Design span for flexure (m) = Lo + 0.35

Lo = Opening width (m)

b = Thickness (m) = Overall wall thickness 0.012

d = Depth to tensile reinforcement (m)

Ast = Area of tensile reinforcement (mm2)

0.22 b d d + 50 2 fct

d fsy fc = Concrete compressive strength (MPa)

fct = Concrete flexural tensile strength = 0.6fc (MPa) fsy = Yield strength of reinforcement (MPa)

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Design5.2 Shear CapacityThe shear capacity shown in Charts 5.1 to 5.5 has been calculated on the basis of simply-supported beams without vertical shear reinforcement, using the following formula. For lintels with depths greater than 750 mm, shear reinforcement must be used. Where capacity, greater than shown in Charts 5.1 to 5.5 is needed, it may be increased by using either shear reinforcement or higher strength concrete.

Design capacity, w = 2V*/L (kN/m) where:

V* = (Vuc + Vus) (kN) when Asv 0.35 bv s/fsy.f V* = 0.5 Vuc (kN) when Asv = none

= 0.6 Vuc = 1 2 3 bv do(Ast fc/bv do)310-3 (kN) Vus = (Asv fsv.f do/s)cot v 10-3 (kN) L = Design span for shear = Lo 2 d (m)

Lo = Opening width (m)


1 = 1.1(1.6 d) 1.1 2 = 1.0 3 = 1.0 Ast = Area of tensile reinforcement (mm

2)

Asv = Area of shear reinforcement (mm2)

s = Spacing of shear reinforcement (m)

cot v = 0.707 for vertical shear reinforcement fc = Concrete compressive strength (MPa)

fsy.f = Yield strength of shear (MPa) reinforcement

bv = Web thickness (m) = Overall wall thickness 0.012

5.3 DeectionThe amount of deection has been calculated on the basis of simply-supported beams. The maximum deection was checked not to exceed span over deection ratio of 500 for a serviceability load of 70% of ultimate strength design load. The following formula has been used.

Deflection, = 5 x wdL4 (m)

384 Ecj Ief L/500 where:

wd = Design load for deection (kN/m) = 0.7 w (1.0 + kcs)

w = Ultimate strength design capacity

kcs = Long-term factor = 0.8

L = Design span for deection (m) = Lo Lo = Opening width (m)

= concrete density (kN/m3) = 25

fcm = Mean concrete compressive strength (MPa)

Ecj = Concrete modulus of elasticity (MPa) = 1.5(0.043fcm) = 30,400

Ief = Effective second moment of inertia (m4)

= 0.045 b d3

b = Thickness (m) = Overall wall thickness 0.012



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CHART 5.6 Lintel Design Load Capacity 265XL Wall

2.4 3.4 4.4 5.44.93.92.9

25

20

15

10

5

0

400= Design depth, d (mm)

2 x N12 Bar

200

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OPENING WIDTH, L 0 (m)

2.4 3.4 4.4 5.44.93.92.9

25

20

15

10

5

05.9 6.4

30

35

40

200

600= Design Depth, d (mm)

400

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2 x N16 Bar

2.4 3.4 4.4 5.44.93.92.9

25

20

15

10

5

05.9 6.4

30

45

50

35

40

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w (k

N/m)

600= Design Depth, d (mm)

400

200

2 x N20 Bar


Opening width, L0

165

ELEVATION

SECTION A-A

A

A

UDL, w

N12, N16 or N20lintel bar

N12, N16 or N20lintel bar

Note: Fordesign depth, dsee Figure 5.1



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Ritek XL Wall System Fire Design

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6 FIRE DESIGN 6.1 BCA RequirementsThe BCA requires that walls have a particular level of fire resistance. The requirements of the BCA are summarized in TABLE 6.1, designers should refer to the BCA for specific variations and details.

For compliance, the wall must be designed to achieve each of three actions i.e. Structural Adequacy, Integrity and Insulation.

TABLE 6.1 Summary of Fire Resistance Level requirements of the BCA


DesignTABLE 6.4 Summary of Fire Resistance Level Requirements in Accordance with the BCAGROUP 1 Class of building Number of storeysCLASS 1 - Single dwelling (house) or group with common wall (town houses) Any

CLASS 2 - Building with separate dwellings (units)CLASS 3 - Residential building for unrelated people (boarding house/motel) 1 2 3 or more

Type of construction C B AExternal loadbearing walls

Distance from re source feature

Less than 1.5 m See BCA 90/90/90 90/90/90 90/90/90

1.5 m to less than 3.0 m 90/60/30 90/60/60

3.0 m to less than 9.0 m 90/30/30 90/60/30

9.0 m to less than 18.0 m 90/30/ 90/60/30

18.0 m or more 90/60/30

Externalnon-loadbearing walls


Less than 1.5 m See BCA 90/ / 90/90/90 90/90/90

1.5 m to less than 3.0 m 60/60/30 60/60/60

3.0 m or more

Internal walls Fire-resisting lift shafts LB 90/90/90 90/90/90

NLB 90/90/90

Fire-resisting stair shafts LB 60/60/60 90/90/90 90/90/90

NLB 60/60/60 90/90/90 90/90/90

Walls between or bounding sole-occupancy units, bounding public corridors, hallways and the like

LB 60/60/60 60/60/60 90/90/90

NLB 60/60/60 60/60/60 60/60/60

Ventilation pipes, garbage and like shafts NOTused for discharge of hot products or combustion

LB 90/90/90

NLB 90/90/90

Common walls and re walls 60/60/60 90/90/90 90/90/90 90/90/90

Other loadbearing walls 90/ / 90/ /

GROUP 2 Class of building Number of storeysCLASS 5 - Ofce buildingCLASS 7a - CarparkCLASS 9 - Public Building

1 or 2 3 4 or more

Type of construction C B AExternal loadbearing walls Distance from re source

featureLess than 1.5 m 90/90/90 120/120/120 120/120/120

1.5 m to less than 3.0 m 60/60/60 120/90/60 120/90/90

3.0 m to less than 9.0 m 120/30/30 120/60/30

9.0 m to less than 18.0 m 120/30/ 120/60/30

18.0 m or more 120/60/30

External non-loadbearing walls


Less than 1.5 m 90/90/90 120/120/120 120/120/120

1.5 m to less than 3.0 m 60/60/60 90/90/60 90/90/90

3.0 m or more


NLB 120/120/120

Fire-resisting stair shafts LB 120/120/120 120/120/120

NLB 120/120/120 120/120/120


LB 120/ / 120/ /

NLB


LB 120/90/90

NLB 90/90/90

Common walls and re walls 90/90/90 120/120/120 120/120/120


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DesignTABLE 6.4 Summary of Fire Resistance Level Requirements in Accordance with the BCAGROUP 1 Class of building Number of storeysCLASS 1 - Single dwelling (house) or group with common wall (town houses) Any

CLASS 2 - Building with separate dwellings (units)CLASS 3 - Residential building for unrelated people (boarding house/motel) 1 2 3 or more

Type of construction C B AExternal loadbearing walls


Less than 1.5 m See BCA 90/90/90 90/90/90 90/90/90

1.5 m to less than 3.0 m 90/60/30 90/60/60

3.0 m to less than 9.0 m 90/30/30 90/60/30

9.0 m to less than 18.0 m 90/30/ 90/60/30

18.0 m or more 90/60/30



Less than 1.5 m See BCA 90/ / 90/90/90 90/90/90

1.5 m to less than 3.0 m 60/60/30 60/60/60

3.0 m or more


NLB 90/90/90

Fire-resisting stair shafts LB 60/60/60 90/90/90 90/90/90

NLB 60/60/60 90/90/90 90/90/90


LB 60/60/60 60/60/60 90/90/90

NLB 60/60/60 60/60/60 60/60/60


LB 90/90/90

NLB 90/90/90

Common walls and re walls 60/60/60 90/90/90 90/90/90 90/90/90


GROUP 2 Class of building Number of storeysCLASS 5 - Ofce buildingCLASS 7a - CarparkCLASS 9 - Public Building

1 or 2 3 4 or more

Type of construction C B AExternal loadbearing walls Distance from re source

featureLess than 1.5 m 90/90/90 120/120/120 120/120/120

1.5 m to less than 3.0 m 60/60/60 120/90/60 120/90/90

3.0 m to less than 9.0 m 120/30/30 120/60/30

9.0 m to less than 18.0 m 120/30/ 120/60/30

18.0 m or more 120/60/30

External non-loadbearing walls


Less than 1.5 m 90/90/90 120/120/120 120/120/120

1.5 m to less than 3.0 m 60/60/60 90/90/60 90/90/90

3.0 m or more


NLB 120/120/120

Fire-resisting stair shafts LB 120/120/120 120/120/120

NLB 120/120/120 120/120/120


LB 120/ / 120/ /

NLB


LB 120/90/90

NLB 90/90/90

Common walls and re walls 90/90/90 120/120/120 120/120/120


TABLE 6.1 Continued


Design

TABLE 6.4 ContinuedGROUP 3 Class of building Number of storeysCLASS 6 - Shop or restaurant 1 or 2 3 4 or more

CLASS 7b - Wholesale warehouseCLASS 8 - Factory building 1 or 2 3 4 or more

Type of construction C B A B AExternal loadbearing walls


Less than 1.5 m 90/90/90 180/180/180 180/180/180 240/240/240 240/240/240

1.5 m to less than 3.0 m 60/60/60 180/120/90 180/180/120 240/180/120 240/240/180

3.0 m to less than 9.0 m 180/90/60 180/120/90 240/90/60 240/180/90

9.0 m to less than 18.0 m 180/60/ 180/120/90 240/60/ 240/180/90

18.0 m or more 180/120/90 240/180/90



Less than 1.5 m 90/90/90 180/180/180 180/180/180 240/240/240 240/240/240

1.5 m to less than 3.0 m 60/60/60 120/120/90 180/180/120 180/180/180 240/240/180

3.0 m or more

Internal walls

Fire-resisting lift shafts LB 180/120/120 180/120/120 240/120/120 240/120/120

NLB 120/120/120 120/120/120

Fire-resisting stair shafts LB 180/120/120 180/120/120 240/120/120 240/120/120

NLB 120/120/120 120/120/120 120/120/120 120/120/120


LB 180/ / 180/ / 240/ / 240/ /

NLB

Ventilation pipes, garbage and like shafts NOT used for discharge of hot products or combustion

LB 180/120/120 240/120/120

NLB 120/120/120 120/120/120

Common walls and re walls 90/90/90 180/180/180 180/180/180 240/240/240 240/240/240

Other loadbearing walls 180/ / 180/ / 240/ / 240/ /

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6.2 ComplianceFor concrete walls the BCA requirements can be met by either:-(a) deemed to be achieved provisions of the BCA, or(b) the form of construction has been submitted to a test or(c) the wall has the Fire Resistance Period (FRP) in accordance with AS3600

All three of the compliance methods can be met, depending on the loading condition, by a combination of the minimum wall thickness and the maximum slenderness ratio.

(a) BCA deemed to be achieved. Tables 6.2 and 6.3 give the BCA values and the Ritek wall types and heights that will satisfy those requirements.

TABLE 6.2 Minimum Wall Thickness

FRP BCA Minimum Wall Type Wall Thickness (min) (mm) 60 - 135 XL* 90 - 135 XL* & 165 XL 120 - 165 XL 180 150 165 XL 240 170 200 XL & 265 XL* This wall is in accordance with AS3600 but included here for reference. See tables 6.4 and 6.5

TABLE 6.3 Maximum Wall Height

Wall Type BCA Maximum Height of Wall (m) Load Bearing Wall Non-load Bearing Wall Height-to-thickness Height-to-thickness ratio 20 ratio 27

165XL 3.06 4.13200XL 3.76 5.07265XL 5.06 6.83

(b) Tested Wall. A 150XL tested load-bearing 3.0 m high achieved a FRL of 240/240/240

(c) FRP in accordance with AS3600. Table 6.4 gives the FRP values, wall thickness and protection of reinforcement together with Ritek wall types for


Design6 FIRE DESIGN

6.1 GeneralMost walls are required by the BCA to have a level of re resistance. The requirements of the BCA are summarised in Table 6.4 but designers should refer to the BCA for specic details.

Compliance with the BCA requires that each wall be designed to achieve each of the three actions i.e. Structural Adequacy (for re), Integrity and insulation. The values given in Tables 6.1 to 6.3 are based on AS 3600 Clause 5.7 Fire-resistance periods for walls.

6.2 Structural AdequacyStructural Adequacy (for re) is a function of applied vertical load and height to thickness ratio. Remember that load factors for permanent and imposed load when evaluating the design load N* with re are different to those for strength or for serviceability. AS 3600 also requires protection of the vertical reinforcement and species minimum cover depending on the re resistance level. The cover requirements are shown in Table 6.1 The maximum allowable height for each wall thickness is given in Table 6.2 calculated using the following formula:

If N* 0.03 fc Ag 103 then Hwe/tw 50If N*> 0.03 fc Ag 10

3 then Hwe/tw 20 where:

N* = Axial load for fire design (kN/m)


Ag = Gross area of concrete (m2/m)

= tw x unit length

tw = Thickness of concrete (m) = Wall thickness 0.012

Hwe = Effective height (m) = Actual height, where not rotationally restrained = 0.75 times actual height, where wall rotationally restrained by a member outside the fire compartment. See Figure 6.1 for more details.

6.3 Insulation and IntegrityInsulation and integrity are controlled by wall thickness. The Insulation and integrity periods for each wall type is given in Table 6.3

TABLE 6.1 Minimum Cover to Vertical Reinforcement

Fire-resistance period(minutes)

Minimum cover(mm)

60 20

90 35

120 40

180 45

240 50


DesignTABLE 6.2 Maximum Height for Structural Adequacy for 240 minutes Fire-Resistance Period (FRL)

Wall type

Value of0.03 fc Ag 103(kN/m)for fc (MPa)

Maximum wall height (m) for

No rotational restraint at top (Figure 6.1) Rotational restraint at top (Figure 6.1)

Design load Design load Design load Design load 25 32 0.03 fc Ag 103 > 0.03 fc Ag 103 0.03 fc Ag 103 > 0.03 fc Ag 103

115XL 77 99 5.15 6.86 2.74135XL 92 118 6.15 2.46 8.20 3.28150XL 103 132 6.90 2.76 9.20 3.68165XL 115 147 7.65 3.06 10.20 4.08200XL 141 180 9.40 3.76 12.53 5.01

FIGURE 6.1 Rotational Restraint Conditions

TABLE 6.3 Fire-Resistance Period (FRL) for Insulation and Integrity

Wall type

Fire-resistance period for Insulation and Integrity(minutes)

115XL 90

135XL 120

150XL 120

165XL 180

200XL 240

load ratios of up to 0.35. Table 6.5 gives the maximum wall heights depending on support conditions.

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TABLE 6.4 Maximum Height for Structural Adequacy for all Fire-Resistance Periods

TABLE 6.5 Maximum Wall Height

TABLE 6.6 Wall Type for Insulation and Integrity

Fire-resistance period for Insulation and Integrity Wall Type (minutes) 90 115XL 120 135XL 240 150XL 240 165XL 240 200XL 240 265XL

The 150 XL Wall was tested by the CSIRO division of Materials, Science and Engineering in accordance with AS1530, method for fire tests on building materials, components and structures, part 4 -2005.

The element of construction satisfied the following fires resistant for the period stated: Structural Adequacy - No Failure at 241 minutes Integrity - No Failure at 241 minutes Insulation - No Failure at 241 minutes

Date of Test October 2008

Design Load for FireWall Ultimate Strength

Wall Exposed on One Side Wall Exposed on Two SidesFRP Minimum Axis Wall Type Minimum Axis Wall Type(min) Thickness Distance * Thickness Distance * (mm) (mm) (mm) (mm)

60 110 10 135XL 120 10 135XL90 120 20 135XL 140 20 165XL120 150 25 165XL 160 25 200XL180 180 40 200XL 200 45 265XL240 230 55 265XL 250 55 -* Distance from surface of concrete to center of reinforcement

= 0.35

Maximum Height of Wall (m)Wall Type Support Conditions

Case 1 & Case 3 * Case 2 & Case 4 *135XL 4.92 6.56150XL 5.52 7.36 165XL 6.12 8.16200XL 7.53 10.02265XL 10.12 13.49* Refer to FIGURE 2.1 for support condition cases

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6.3 Recesses and ChasesThe inclusion of recesses and chases in a wall for services can affect the walls ability to satisfy the required performance. However depending on their size and position in the wall, the effect of recesses and chases may not be significant and can be ignored. AS 3600 set out the conditions upon which the effect of recesses and chases are to be ignored. The following are the conditions from AS 3600: -

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Design7 Thermal PerformanceThe thermal performance of a building envelope depends on the interrelation of the thermal mass and insulation values of its components relative to the inuence of local climate.

The BCA sets out regulations for energy-efcient designs. One approach of the BCA is to nominate a total R-value for individual building elements (walls, roof, etc) based on a range of climatic characteristics. The total R-value of composite construction is the sum of the R-values of the individual components,

including the air space and associated surface resistance. Some States have adopted alternative measures.

Ritek XL wall panels can be combined with a variety of insulation materials to produce a large range of R-values to satisfy energy-efciency requirements. See Table 7.1 for thermal performance of some typical Ritek XL wall congurations. It should be noted that having the thermal mass on the inside of the installation (ie, the Ritek wall on the inside rather than the outside) produces better thermal efciency, even with the same R-value.

TABLE 7.1 Thermal Performance of Typical Ritek XL Wall Congurations for Summer Conditions in a Moderate Climate

Ritek XL wall congurationRitek XLwall type

Total wallthickness (mm)

Total R-value1(m2.K/W)

1 115XL 115 0.25

135XL 135 0.27

150XL 150 0.28

165XL 165 0.29

200XL 200 0.31

2 115XL 175 1.75

135XL 195 1.77

150XL 210 1.78

165XL 225 1.79

200XL 260 1.81

3 115XL 175 2.45

135XL 195 2.47

150XL 210 2.48

165XL 225 2.49

200XL 260 2.51

4 115XL 168 1.47

135XL 188 1.49

150XL 203 1.50

165XL 218 1.51

200XL 253 1.531 Source: Congurations 1 to 3 - James M Fricker Pty Ltd, Report 128c Conguration 4 - Solartex Insulation Systems

Ritek XL Wall System Thermal Performance

Winter Summer

0.28 0.28

0.29 0.29

0.30 0.30

0.31 0.31

0.34 0.34

1.70 1.62

1.71 1.63

1.72 1.64

1.73 1.65

1.76 1.67

2.16 2.05

2.18 2.07

2.19 2.08

2.20 2.09

2.22 2.11

1.60 1.44

1.62 1.45

1.63 1.46

1.64 1.48

1.66 1.50

32kg/m3 XPS

4 128E

7.1 XL Wall using insulation claddingThe thermal performance of a building envelope depends on the interrelation of the thermal mass and insulation values of its components relative to the influence of local climate.

The BCA sets out regulations for energy-efficient designs. One approach of the BCA is to nominate a total R-value for individual building elements (walls, roof, etc) based on a range of climatic characteristics. The total R-value of composite construction is the sum of the R-values of the individual components,

including the air space and associated surface resistance. Some states have adopted alternative measures.

Ritek XL Wall panels can be combined with a variety of insulation materials to produce a large range of R-values to satisfy energy-efficiency requirements. See Table 7.1 for thermal performance of some typical Ritek XL Wall configurations. It should be noted that having the thermal mass on the inside of the insulation (ie, the Ritek XL Wall on the inside rather than the outside) produces better thermal efficiency, even with the same R-value.

7 THERMAL PERFORMANCE

TABLE 7.1 Thermal Performance of Typical Ritek XL Wall Using Insulation Cladding

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Ritek XL Wall System Thermal Performance

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7.2 XL Thermal Wall (integrated insulation)The Ritek XL Thermal Wall System technology creatively reduces construction costs when compared to conventional building methods. The wall system offers superior finish, high strength and durability and is low in maintenance. The built in thermal insulation layer provides a cost effective solution to meet the energy efficiency requirements of todays sustainable and eco-friendly building requirements.

Floor increase example:The Ritek XL Thermal Wall system is a pre-fabricated wall panel system with integrated insulation that is manufactured specifically to the architects drawings and is delivered complete with an insulation layer bonded to the inside of the panel.

This ensures that what is delivered to site is exactly what is required for the job and not more or less.

Vertical reinforcementas required

Horizontal reinforcementas required

Built in wallThermal Insulation

XL Wall SystemComposite Stud Assembly

Concrete coreto engineers specification

6mm thick durablefibre cement facing each side

FIGURE 7.2 Ritek XL Thermal Wall

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TABLE 7.2 Thermal Performance of Typical Ritek XL Wall Configurations

XL THERMAL WALL - EPS INSULATION

Wall R Value 0.9 1.0 1.0 1.0 1.0 1.2 1.2 1.2 1.3 1.6 1.6 1.7 2.0 2.1

Insulation Thickness 25 25 25 25 25 35 35 35 35 50 50 50 65 65

Concrete Thickness 98 113 128 163 228 103 118 153 218 103 138 203 123 188

Ritek Panel Thickness 135 150 165 200 265 150 165 200 265 165 200 265 200 265

XL THERMAL WALL - PUR INSULATION

Wall R Value 1.5 1.5 1.5 1.6 1.6 2.0 2.0 2.1 2.1 2.8 2.8 2.8 3.5 3.6

Insulation Thickness 25 25 25 25 25 35 35 35 35 50 50 50 65 65

Concrete Thickness 98 113 128 163 228 103 118 153 218 103 138 203 123 188

Ritek Panel Thickness 135 150 165 200 265 150 165 200 265 165 200 265 200 265

PANEL CODE 135XLT-P25 150XLT-P25 165XLT-P25 200XLT-P25 265XLT-P25 150XLT-P35 165XLT-P35 200XLT-P35 265XLT-P35 165XLT-E50 200XLT-P50 265XLT-P50 200XLT-P65 265XLT-P65

PANEL CODE 135XLT-E25 150XLT-E25 165XLT-E25 200XLT-E25 265XLT-E25 150XLT-E35 165XLT-E35 200XLT-E35 265XLT-E35 165XLT-E50 200XLT-E50 265XLT-E50 200XLT-E65 265XLT-E65

Note. Wall R Value shown is Total R (heat flow out).


Design8 ACOUSTIC PERFORMANCEThe BCA requires particular walls in various Classes of building to have a minimum acoustic insulation to avoid the airborn transmission of sound through walls. This is expressed either as a minimum Rw value or Rw + Ctr value. The BCA also allows insitu verication using a Dnt,w value or Dnt,w + Ctr value. In addition, certain walls are required to have an impact sound isolation rating. See the BCA for full details.

Figure 8.1 summarises these requirements for Class 2 and 3 buildings, refer BCA for details.

RitekXL walls use three congurations to satisfy these requirements, Figure 8.2.

The acoustic performance of these wall congurations is given in Table 8.1.

The compliance of these wall congurations to satisfy the requirements for Class 2 and 3 buildings is given in Table 8.2.

FIGURE 8.1 Summary of BCA-2005 Acoustic Requirements for Class 2 and 3 Buildings

Ritek XL Wall System Acoustic Performance

2008


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Requirements for Class 2 and 3 buildings according to BCA - 2010

Summary of BCA - 2010 Acoustic Requirements for Class 2 and 3 Buildings

ALL STATES AND ACT NORTHERN TERRITORYWALL LABORATORY RATING FIELD VERIFICATION LABORATORY RATING

1 Rw + Ctr 50 dB Dnt,w + Ctr 45 dB Rw 45 dB

2 Rw 50 dB Dnt,w 45 dB Rw 45 dB

3 Rw + Ctr 50 dB + impact insulation Dnt,w + Ctr 45 dB + impact insulation Rw 50 dB + impact insulation

4 Rw 50 dB + impact insulation Dnt,w 45 dB + impact insulation Rw 50 dB + impact insulation

5 Rw + Ctr 40 dB Rw 45 dB

8 ACOUSTIC PERFORMANCE


Design8 ACOUSTIC PERFORMANCEThe BCA requires particular walls in various Classes of building to have a minimum acoustic insulation to avoid the airborn transmission of sound through walls. This is expressed either as a minimum Rw value or Rw + Ctr value. The BCA also allows insitu verication using a Dnt,w value or Dnt,w + Ctr value. In addition, certain walls are required to have an impact sound isolation rating. See the BCA for full details.

Figure 8.1 summarises these requirements for Class 2 and 3 buildings, refer BCA for details.

RitekXL walls use three congurations to satisfy these requirements, Figure 8.2.

The acoustic performance of these wall congurations is given in Table 8.1.

The compliance of these wall congurations to satisfy the requirements for Class 2 and 3 buildings is given in Table 8.2.




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Ritek XL Wall System Acoustic Performance

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TABLE 8.1Acoustic performance of Ritek Wall configurations1

Ritek XL Wall configuration

Value of Rw

Value of Dnt,w + Ctr

115XL-A 47 -135XL-A 51 -150XL-A 53 45 - 47165XL-A 54 46 - 48200XL-A 56 46 - 50265XL-A 59 50 - 54

115XL-B 56 45 - 47135XL-B 58 46 - 48150XL-B 59 47 - 49165XL-B 60 47 - 50200XL-B 62 48 - 52265XL-B 70 56 - 60

115XL-C 60 46 - 50135XL-C 62 48 - 52150XL-C 64 50 - 54165XL-C 64 50 - 54200XL-C 66 50 - 55265XL-C 75 63 - 67

FIGURE 8.2 Ritek Wall Configurations

TABLE 8.2 Compliance of Ritek Wall Configurations for Class 2 and 3 Buildings

Compliance with BCA - 2010 for walls shown in Figure 8.1Wall 1 Wall 2 Wall 3 Wall 4 Wall 5

Ritek XL Wall configuration NT

Other States NT

Other States NT

Other States NT

Other States NT

Other States

115XL-A - - - - - - 135XL-A - - - - - 150XL-A - - - - 165XL-A - - - - 200XL-A - - - - 265XL-A - - - -

115XL-B - - 135XL-B - - 150XL-B - - 165XL-B - - 200XL-B - - 265XL-B - -

115XL-C 135XL-C 150XL-C 165XL-C 200XL-C 265XL-C = Complies

1 PKA Acoustic Consulting Assessment Number PKA-A038Whilst the laboratory measurements may be of the order predicted above, normal heavy apartment construction will rarely exceed Rw60



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Design9 DESIGN EXAMPLESIt is proposed to use a Ritek 135XL wall for an internal bracing wall in a multi-level building. The wall is 2.8 m high, 4.0 m long with a superimposed permanent load (PL) of 90 kN/m, imposed load (IL) of 100 kN/m and racking force of 300 kN.

The wall is lled with 25 MPa concrete and will be centrally-reinforced with N12 rods at 400 mm centres both vertically and horizontally. Starter bars of the same size and spacing attach the wall to the concrete oors above and below (wall rotationally-restrained by oor slabs).

LF is load factors, for appropriate actions, in accordance with AS 1170.

Wall self-weight, SW = H t = 25 x 2.8 x 0.123 = 8.6 kN/m

Design the wall for vertical strength, racking strength and re resistance.

9.1 Vertical StrengthDesign load for strength (at mid-height) = LF PL + LF SW + LF IL = 1.2 x 90 +1.2 x 8.6/2 + 1.5 x 100 = 263 kN/m

Design by calculation

Effective wall height: Hw = 0.75 H = 0.7 x 2.8 = 2.10 m

Load eccentricity (oor slab continuous over) e = 0.05 tw = 0.5 x 0.123 = 0.0062 m

Additional eccentricity

ea = H2we

2500 tw = 2.102/(2500 x 0.123) = 0.0143 m

Design Capacity Nu = (tw 1.2e 2ea)0.6 fc 103 = 0.6(0.123 1.2 x 0.0062 2 x 0.0143)0.6 x 25 x 103 = 808 kN/m >263 Vertical capacity OK

Design using Charts

From Chart 2.1, (support condition CASE 1)

Nu = 780 kN/m >263 Vertical capacity OK

Ritek XL Wall System Design Examples

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Effective wall heightHwe = 0.75Hwu = 0.75 x 2.8 = 2.10 m

Load eccentricity (floor slab continuous over)e = 0.05 tw = 0.05 x 0.123 = 0.0062 m

9.1 Vertical Strength9 DESIGN EXAMPLES

Load Factors (LF), for appropriate actions are in accordance with AS 1170.



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Design9.2 Racking StrengthApplied racking force = 300 kN

Design by calculation

Shear capacity Hw/Lw = 2.8/4.0 = 0.70 < 1.3

Vuc = 0.66 fc 0.21 Hw fc 0.8 Lw tw 103 Lw = 0.66 25 0.21 x 0.7 25 0.8 x 4.0 x 0.123 x 103 = 1010 kN

Vus = As fsy(0.8 Lw)10

-3 s = 113/400 x 500(0.8 x 4.0)10-3 = 452 kN

Vu = (Vuc + Vus) = 0.7(1142 + 452) = 1116 kN

Overturning Resistance Total restoring load, w = LF PL + LF SW + LF IL = 0.9 x 90 + 0.9 x 8.6 + 0 x 100 = 89 kN/m

Total vertical anchored tensile reinforcement

w = As x Lw x 10-3 s 2

= 113 x 4.0 x 10-3 400 2 = 565 x 10-6

Racking resistance is lesser of shear strength and overturning resistance

Hence, racking resistance = 371 kN > 300 Design load Racking OK

Design using Chart

From Chart 4.1 For Hw = 2.7, Lw = 4.0, ws = 0 Racking Resistance = 230 kN

For Hw = 2.7, Lw = 4.0, ws = 100 Racking Resistance = 430 kN

For Hw = 3.0, Lw = 4.0, ws = 0 Racking Resistance = 210 kN

For Hw = 3.0, Lw = 4.0, ws =100 Racking Resistance = 390 kN

Interpolating for actual wall height and design load

Superimposed vertical load, ws = LF PL + LF IL = 0.9 x 90 + 0 x 100 = 81 Kn/m

Interpolating for Hw = 2.7, ws = 81 Racking Resistance = [230(100 - 81) + 430 x 81] /100 = 392 kN

Interpolating for Hw = 3.0, ws = 81 Racking Resistance = [210(100 - 81) + 390 x 81] /100 = 355 kN

Interpolating for Hw = 2.8, ws = 81 Racking Resistance = [392 x 0.2 + 355 x 0.1] /0.30 = 382 kN > 300 Design load Racking OK

V = (fsy Ast 10-3 + w Lw)d 1

0.6(fsy Ast 10-3 + w Lw) w Lw d Lw

tw d fc 103 2

Hw = 0.7 (500 x 565 x 10-3 + 89 x 4.0)3.0 1 0.6(500 x 565 x 10

-3 + 89 x 4.0) 89 x 4.0 3.0 4.0

0.123 x 3.0 x 25 x 103 2 2.8

= 371 kN


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9.3 Fire Resistance Design using tables

Design in accordance with AS3600. Wall is 2.8 m high and required to have a FRL of 90/90/90From Table 6.4 select a 135XL wall.

CHECK HEIGHTFrom table 6.5 maximum height is 5.52 m, >2.8 m hence OK for height.

CHECK LOAD RATIOFor table 6.4 to apply, maximum load ratio is = 0.35.

Ultimate design load Nf*for fire:-Nf* = LF PL + LF SW + LF IL + FIRE = 1.0 x 90 + 1.0 x 8.3/2 + FIRE = 134 kN + FIRE

Ultimate Strength Nu From Chart 2.1 (internal wall), Design axial capacity is 740 kN Design axial capacity = Nu Nu = 740/ 0.6 = 1230 kN Load ratio N f * / Nu = 134 / 1230 = 0.11 < 0.35

Hence values in table 6.4 apply and a 135XL wall is OK

Insulation and Integrity

From TABLE 6.6 a 135XL wall has insulation and integrity of 120 minutes

Hence wall has a FRL of 120/120/120 higher than the required 90/90/90Therefore the wall is OK for fire.

10 NOTES ON ALUMINIUM XL WALL SYSTEM COMPONENTSThe Australian Standard AS3600 Concrete structures requires that Metals such as aluminium shall not be embedded in structural concrete unless effectively coated, covered, or treated to prevent chemical action between the metal and the concrete and electronic action between the metal and steel.

All aluminium extrusions as part of Ritek XL Wall concrete panel system are adequately coated with chromate plating and sufficient to satisfy the requirements of the Standard.

Generally, for electrolytic action to take place the concrete needs to be continuously wet with aluminium in contact with the reinforcement. Electrolytic action is unlikely to occur as once the concrete has cured and the finished panels will remain dry. There is no contact between the extrusions and the reinforcement due to the design of the Ritek system.

The Ritek XL Wall system aluminium extrusions serve no purpose once the concrete is in place, even if the extrusions were to corrode completely away, this would have no detrimental effect on the structure.

The chromate plated aluminium extrusions that form part of the Ritek XL Wall System can safely be used and embedded in concrete.

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Ritek XL Wall System - Detailing

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Ritek XL Wall System Panel Details

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Note: Wall Panels less than 100mm wide will be supplied as loose components and assembled on site.

Wall panels filled with concrete8

5

Top plate assembly(optional)

7

Wall reinforcement. Horizontal bars placed first, as panels are assembled, followed by vertical bars and any extras as specified

6 Corner closers, squint closers and tee-junction closers (fixed after reinforcement is tied and inspected)

Top plate assembly(optional)

7

Wall panels.Placed from a corner,in bottom plate, and propped

2

Bottom plate assembly.Track joiners may be movedif they interfer with starter bars

Note: Infill panelsrequired for openingsgreater than 1200mm and to make up wall lengths

Note: Wall Panels less than 100mm wide will be supplied as loose components and assembled on site

Infill panel

1200 standard

panel

1

4 Lintelpanels over windows and doors,sit on side closers

3 Opening trims, depending on window and door system. Top plate for sill plus plate tracks and closers for sides and lintel soffit

Starter bars

2 PANEL DETAILS2.1 Component Overview



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and joiner,optionalcomprising outer tracksTop plate assembly

to stud assembly6-mm fibre cement bonded

engineers specificationInfill concrete to

shownNote: reinforcement not

Note: reinforcement not

and joiner comprising outer tracksBottom plate assembly

200XL165XL150XL135XL115XL

200165150135115

188153

265XL 265 253

138123103

(suitable for single-layer connected by stud joinerscomprising aluminium studs Wall stud assembly

200 c/c

200 c/c

Height

Extended outer-face of wall panel

T = 200

t c = 188 6 FC sheet6 FC sheet

Wall thickness, T

t cConcrete thickness6 FC sheet

100 typ

100 typ

115XL TO 165XL WALLS 200XL WALL

DETAIL AT SUSPENDED FLOOR JUNCTION

typeWallRitek

T (mm)thickness,Wall

t c (mm)thickness,Concrete

Facing sheet each side,

reinforcement)

Stud joiners (suitable formulty-layer reinforcement )

Note: 1.Panels heights can be supplied to suit project requirements 2.Infill panels made to suit project requirements

Bottom plate assembly has outer track replaced by 'shadow-line' element with corresponding section on top of outer face. Sikaflex sealant is applied between the two sections and an optional sealant and backing rod may be used in rebate

shown

to create slab edge form

Sealant betweenextrusions along whole length of

track assembly by installer

DETAILING

INFO

RMATIO

N

2.2.1 XL Wall Panel Sectional Elevations



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2.2.2 XL Thermal Wall Panel Sectional Elevations

36 2012 Ritek Building Solutions NOT TO BE COPIED


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2.3.1 XL Wall Panel Sectional Plans

Alternative bull-nose corner closer

(interior use only)

External aluminiumcorner closer

6mm fibre-cementfacing sheets

Wall stud assembly comprising stud

extrusions bonded to facing sheets with

plastic stud joiners

Internal corner joiner


6mm fibre-cement facing sheets

Wall stud assemblies

Internal squintjoiner


Fibre-cement end closer slotted into standard plate tracks (typical)Two-layer closer for XL200 panels

164 c/cnominal

Standard panel lengths, 1200

Fibre-cementtee closer





Internal corner joiners


Concretethickness

Wall thickness

tc

T6 6

Note:Reinforcement not shownInfill concrete to engineers specification

External aluminiumsquint closer

Ritek Wall ConcreteWall thickness, thickness,type T (mm) tc (mm)

115XL 115 103135XL 135 123150XL 150 138165XL 165 153200XL 200 188265XL 265 253



Panel joiners

CORNERS

PANEL JOINTS

SQUINTS

TEE JUNCTIONS

OPENINGS AND BLADE WALL ENDS CROSS JUNCTIONS

DETAILING

INFO

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6mm fibre-cement facing sheets with insulation

bonded to internal face of exterior fibre-cement sheet

Wall stud assembly comprising stud extrusions

bonded to facing sheets with plastic stud joiners


Panel joinerinsulation insert

Panel joiners



Insulation Concrete Core

Starter Bars to be positioned to suit Concrete Core (Offset to suit insulation thickness)

Fibre-cement end closer slotted into standard plate tracks (typical)Two-layer closer for 200XLT panels

Fibre-cement tee closer with insulation bonded

to internal face



Internal corner joiners

Internal corner insulation insert

6mm fibre-cement facing sheets with insulation bonded to internal face of exterior fibre-cement sheet

Wall thicknessNote:Reinforcement not shown. Infill concrete to engineers specification

External aluminium squint closer with insulation bonded to internal face.

Standard panel lengths, 1200



Internal squint joiner

Internalcorner joiner

External aluminium corner closer with insulation

bonded to internal face

CORNERS

PANEL JOINTS

TEE JUNCTIONS

OPENINGS AND BLADE WALL ENDS

CROSS JUNCTIONS

SQUINTS2.3.2 XL Thermal Wall Panel Sectional Plans



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Detailing2.4 Window and Door Sectional Elevations


58

20 typical

20 typical

58

+ 5 mmheightframeWindow

+ 5 mmheightframeWindow

25 typical

Subframe

detailsengineersbottom tobar top andequal-sizeLintels with

ALUMINIUM WINDOW IN LINED REVEAL ALUMINIUM WINDOW IN SUBFRAME

ALUMINIUM WINDOW IN FLUSH REVEAL FIRE DOOR SUBFRAME

outer tracks and joiner sectionTop plate assembly comprising

at sill heightTop plate assembly

sill height20 mm belowassemblyTop plate

each side6-mm fibre cement facing sheets

each side6-mm fibre cement facing sheets

silicone gasketFrame fixing angle on

window frameAluminium


frame finAlcor flashing dressed behind

Subframe

Outsi

de

Inside

Outsi

de Inside


flashingOptional


height to suit window frameTop plate assembly at


specificationto engineersInfill concrete


Standardswith Australianaccordancestrictly inbe installedFire doors toNote:

sheets with plastic stud joinersstud extrusions bonded to facingWall stud assembly comprising

outer tracks and joiner sectionTop plate assembly comprising

sheets with plastic stud joinersstud extrusions bonded to facingWall stud assembly comprising

finished prior to window installationinto standard plate tracks andFibre-cement end closer slotted

into standard plate tracksFibre-cement end closer slotted

Outsi

de

Outsi

de

Inside

Inside

Lintels withequal-sizebar top andbottom locatedas shown

Lintels withequal-sizebar top andbottom toengineersdetails

DETAILING

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2.4 Window and Door Sectional Elevations



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Detailing2.5 Window and Door Sectional Plans


Inside

Outside

Inside

Outside

Inside

Outside

typ20

typ20

+ 5 mmWindow frame width

ALUMINIUM WINDOW IN LINED REVEAL

ALUMINIUM WINDOW IN SUBFRAME

ALUMINIUM WINDOW IN FLUSH REVEAL

FIRE - DOOR SUBFRAME(INTERNAL FIT)

FIRE - DOOR SUBFRAME(EXTERNAL FIT)

sheets each sidecement facing6-mm fibre

on silicone gasketFrame fixing angle


Subframe


Subframe

Door Width + 4mm Door Width + 4mm

Subframe

finished prior to window installationinto standard plate tracks andFibre-cement end closer slotted

reglet dressed to front of frame finalcor flashing,fixed in outer track byinto standard plate tracks withFibre-cement end closer slotted

+ 5 mmWindow frame width

nominal164 c/c

sheets with plastic stud joinersaluminium stud bonded to facingWall stud assembly comprising

assemblyWall stud Aluminium window frame


sheets each sidecement facing6-mm fibre

Wall stud assembly

facing sheets each side6-mm fibre cement

Note: Fire doors tobe installed strictlyin accordance withAustralian standards

Wall Opening= Door Width + 90mm

Wall Opening= Door Width + 30mm

Note: Fire doors tobe installed strictlyin accordance withAustralian standards

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Detailing3 REINFORCEMENT

3.1 Wall ReinforcementThe recommended reinforcement for all wall thicknesses is N12 rods at 400 mm centres, both vertically and horizontally.

For walls not subject to racking (shear) forces, N12 starter bars should be provided at the ends of walls, the side of openings and at not more than 2.0 m spacing along the wall.

For walls subject to racking (shear) forces, starter bars of the same size and spacing as the vertical reinforcement should be provided.

Starter bars may be either cast in the slab or added later by drilling the slab and chem-setting the starter bars in place. The starter bars should be off-set to avoid interferring with the placing of the main wall reinforcement.

All walls are to have a single layer of reinforcement, however if required, the XL200 wall may have two layers of reinforcement.

For single-layer reinforcement, the horizontal bars are placed rst by sliding from an end or corner on the plastic stud joiners (which are at 200 mm centres). The vertical bars, assisted by a slight crank on the end, are threaded from the top such that they weave in and out of the horizontal reinforcement, Figure 3.1. Each alternate vertical bar is placed on the opposite side of the horizontal bar to form a basket-weave which holds the bars in place during concreting.

In the case of two-layer reinforcement, the horizontal bars are again placed rst, sitting on the outer indents of the stud joiner, Figure 3.2. The vertical reinforcement is connected together with bar clips, dropped in between the horizontal bars and tied at the top. Typical clips hold the vertical bars at 75-mm centres for N12 and N16 bars.

FIGURE 3.1 Details of Walls with Single- Layer Reinforcement

FIGURE 3.2 Details of Walls with Double- Layer Reinforcement

Ritek XL Wall System Reinforcement

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Typical reinforcement shown in this manual for wall thicknesses is N12 rods at 400 mm centres, both vertically and horizontally.

3 REINFORCEMENT

All walls are to have a single layer of reinforcement, however if required, the 200 & 265XL wall may have two layers of reinforcement.



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Detailing3.2 CornersCorners are left open until the horizontal reinforcement is placed. This also allows the bars to be wired and inspected. Both bars are usually cogged 200 mm to achieve the required anchorage lengths, Figure 3.3.

3.3 SquintsSquints are treated the same as corners, Figure 3.4.

3.4 Blade Wall EndsEnds of blade walls usually require the horizontal bars to be turned down with a cog. If the wall is not a shear wall, a starter bar should be provided at the end and at not more than 2.0 m centres along the wall, Figure 3.5.

3.5 Wall OpeningsFor walls that are not shear walls, a starter bar should be located each side of the opening, Figure 3.6.

FIGURE 3.3 Typical Corner Detail

FIGURE 3.4 Typical Squint Detail

FIGURE 3.5 Typical Treatment of Ends of Blade Walls

FIGURE 3.6 Typical Details at Openings in Walls


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Detailing3.6 LintelsLintels are usually designed for a bottom bar (N12, N16 or N20) and no vertical shear reinforcement. The relative wall height and lintel depth will determine the position of the plastic stud joiners which in turn determines the vertical location of the lintel bars. If the bars are not continuous, they should extend past the edge of the opening by 1.2 m (one panel width) regardless of the size of bar used.

Typical details are shown in Figure 3.7.

3.7 Tee JunctionsThe horizontal bars in the leg of the tee should have a 200-mm cogged end. An extra vertical bar should be wired to the assembly before the bre-cement tee closer is put in place, Figure 3.8.

3.8 Cross JunctionsAn extra vertical bar should be wired to the horizontal bars before the cross junction is completed. If necessary, the horizontal bars can be lap-joined at this point, Figure 3.9.

FIGURE 3.7 Typical Details for Lintels

FIGURE 3.9 Typical Cross Junctions

FIGURE 3.8 Typical Tee Junctions


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Detailing3.9 Floor/Wall Junctions3.9.1 Conventional slab

Typical details are shown in Figure 3.10 for both external and internal wall junctions.

FIGURE 3.10 Typical Wall Junctions for Conventional Slabs


engineers detailsSlab reinforcement to

to create slab edge-formExtended outer-face of wall panel

`Shadow-line' assembly for outer track.

lapped required length for bar sizeVertical wall reinforcement

Horizontal wall reinforcement

Conventional slab formwork


Standard top plate assembly

Standard bottom plate assembly



Conventional slab formwork

EXTERNAL WALL

INTERNAL WALL

Sikaflexthe two sections and an optional sealantand backing rod may be used in rebate

sealant is applied between

NOTE:Slab details are for general guidance onlyand do not replace the services of aprofessional consultant on specific projects

Extrusion cut backto FC sheet on site.

Sealant betweenextrusions along whole length of

track assembly by installer

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FIGURE 3.10 Typical Wall Junctions for Conventional Slabs



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Detailing

FIGURE 3.11 Typical Wall Junctions for Ultraoor Slabs

3.9.2 Ultraoor Slab

Typical details are shown (Figure 3 .11) for both external and internal wall junctions assuming opposite orientations of the oor beams. Each detail can be adapted for the other orientation.


Slab reinforcement to engineers details

parallel to wallUltrafloor beam

to create slab edge-formExtended outer-face of wall panel

to FC sheet on site.Extrusion cut back

`Shadow-line' assembly for outer track



Formboard infill on hangers from beam


with 30 mm bearing on lower wallUltrafloor beam perpendicular to wall

Formboard infill on hangers from beam Standard top plate assembly




EXTERNAL WALL

INTERNAL WALL

Sikaflexthe two sections and an optional sealantand backing rod may be used in the rebate


NOTE:Ultrafloor have provided and approved thetypical slab details shown here. Howeverthey are for general guidance onlyand do not replace the services of aprofessional consultant on specific projects

Sealant between extrusions along whole length of track assembly by installer

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FIGURE 3.11 Typical Wall Junctions for Ultrafloor Slabs



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Detailing3.9.3 Ezidek Slab


FIGURE 3.12 Typical Wall Junctions for Ezidek Slabs


Void-former material trimmed back at 45

Ezidek plank

accommodate slab depth (270 mm typical)Set-down of inner face of wall panel to



Propped support (for 28 days)

Void-former material trimmed back at 45

Ezidek plank

Propped support (for 28 days)






EXTERNAL WALL

INTERNAL WALL

NOTE:Ezidek have provided and approved thetypical slab details shown here.However,they are for general quidance onlyand do not replace the services of aprofessional consultant on specific projects

`Shadow-line' assembly for outer track Sikaflexthe two sections and an optional sealantand backing rod may be used in the rebate


Extrusion cut backto FC sheet on site.


Sealant between extrusions along whole length of track assembly by installer

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FIGURE 3.12 Typical Wall Junctions for Ezideck Slabs



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Detailing

FIGURE 3.13 Typical Wall Junctions for Bondek Slabs

3.9.4 Bondek Slab



INTERNAL WALL

EXTERNAL WALL

Bondek permanent steel formworkwith minimum 50 mm bearing


Vertical wall reinforcementlapped required length for bar size



Slab reinforcement toengineers details

Temporary propped support


Vertical

RitekXLWall Manual 2010 01

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Transcript of RitekXLWall Manual 2010 01