D Structural Design - AFSafsformwork.com.au/.../02/AFS_Designer_Section_D_Structural_Desig… · D...

2015 EDITION

D Structural Design

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DESIGNER 2015

This chapter of the AFS Designer must be read in conjunction with all chapters of the AFS Designer.

Important legal statements on inside back cover.

D1 Introduction

D2 AFS 120 LOGICWALL




D6 AFS 200D LOGICWALL

D7 AFS 262D LOGICWALL

D8 Fire Resistance

D9 Wall Properties

D10 Axial Capacity

D11 Flexural Capacity

D12 Shear Capacity

D13 Vertical Stud Shear Plane

D14 In Plane Horizontal Shear Capacity

D15 Horizontal Bottom Plate Shear Plane

D16 Lintels

D17 Design as Deep Beam or Transfer Walls

D18 Worked Example

D19 Reinforcement Requirements

D20 Minimum Reinforcement

D21 Earthquake Actions

D22 Reinforcement Detailing Constraints

D23 Movement Joints

D24 Sheet Surface Joints

D25 Wall Bracing

D26 Structural Detailing

D27 Core Fill Compaction

D28 AFS and Natspec

D Structural Design

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D Structural Design

45WALLING SOLUTIONS DESIGNER 2012

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D1 Introduction

Walls constructed using AFS LOGICWALL® serve as critical load bearing elements in many structures. Whilst structural design of these walls as AFS LOGICWALL® walls is the responsibility of the nominated Structural Engineer on each project, this chapter serves as a guide for the Structural Engineer in the following areas:

� Design Loads� Fire Resistance� Axial Capacity� Flexural Capacity� Shear Capacity� Vertical Stud Shear Capacity

� In Plane Horizontal Shear Capacity � Horizontal Bottom Plate Shear Plane Limit � Lintels � Design as Deep Beam or Transfer Walls � Worked Examples � Reinforcement Requirements � Minimum reinforcement � Structural Movement Joints � Wall Bracing � Structural Detailing � Core Fill Compaction � Natspec

D Structural DesignDisclaimer: This section of the AFS Designer is intended only by AFS to represent good building practice in acheiving structural design of AFS LOGICWALL®. This section is not intended in any way by AFS to represent all relevant information required on a project. It is the responsibility of those using and designing AFS LOGICWALL®, including but not limited to builders, designers, consultants and engineers, to ensure that AFS LOGICWALL® is suitable for use on a project in relation to structural design. All diagrams, plans and illustrations used in this section including any reinforcement shown are included for indicative and diagramatic purposes only. It remains the responsibility of those using AFS LOGICWALL® to ensure that reference is made to the engineer’s structural details for all diagrammatic and reinforcement requirements.


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D1 Introduction






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D1 Introduction





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46DESIGNER 2015

46DESIGNER 2012 WALLING SOLUTIONS

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s Axial Capacity (øNu kN/m)

Wall Hgt (Hwu) Continuous Floor e=0.05xtw Dis-Continuous Floor e=0.167*tw

k=0.75 k=1.0 f’c=25 MPa f’c=32 MPa f’c=40 MPa f’c=25 MPa f’c=32 MPa f’c=40 MPa

4500 3375 154 198 247 18 23 29

4200 3150 252 323 403 116 149 186

3900 2925 343 439 549 207 265 332

3600 2700 428 547 684 292 373 467

3300 2475 505 647 808 369 473 591

3000 2250 576 738 922 440 563 704

2700 2025 640 820 1,024 504 645 807

2400 1800 698 893 1,116 562 719 899

2100 1575 748 958 1,197 612 784 980

1800 1350 792 1,014 1,267 656 840 1,050

D2.2 AFS120 - Axial Capacity

wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w

Axial capacity determined in accordance AS3600-2009 Cl.11.5.1 øNu=ø(t

w-1.2e - 2e

a) 0.6ƒ'

c k to be determined in accordance with AS3600-2009 Cl.11.4Eccentricity e to be determined in accordance AS3600-2009 Cl.11.5.2

D2 AFS120 AFS LOGICWALL®

D2.1 AFS120 - Stud Spacing & Profile

AFS120 tw Ac %Stud Spacing 146 mm 108 47%

120mm

AFS 120

108mm70mm

6mm

6mm19mm50mm

30mm170mm

30mm200mm200mm

19mm


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4500 3375 154 198 247 18 23 29

4200 3150 252 323 403 116 149 186

3900 2925 343 439 549 207 265 332

3600 2700 428 547 684 292 373 467

3300 2475 505 647 808 369 473 591

3000 2250 576 738 922 440 563 704

2700 2025 640 820 1,024 504 645 807

2400 1800 698 893 1,116 562 719 899

2100 1575 748 958 1,197 612 784 980

1800 1350 792 1,014 1,267 656 840 1,050


wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w


w-1.2e - 2e

a) 0.6ƒ'





120mm

AFS 120

108mm70mm

6mm

6mm19mm50mm

30mm170mm

30mm200mm200mm

19mm


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4500 3375 154 198 247 18 23 29

4200 3150 252 323 403 116 149 186

3900 2925 343 439 549 207 265 332

3600 2700 428 547 684 292 373 467

3300 2475 505 647 808 369 473 591

3000 2250 576 738 922 440 563 704

2700 2025 640 820 1,024 504 645 807

2400 1800 698 893 1,116 562 719 899

2100 1575 748 958 1,197 612 784 980

1800 1350 792 1,014 1,267 656 840 1,050


wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w


w-1.2e - 2e

a) 0.6ƒ'





120mm

AFS 120

108mm70mm

6mm

6mm19mm50mm

30mm170mm

30mm200mm200mm

19mm

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D2.3 AFS120 - Minimum Reinforcement

Location Vertical HorizontalInternal (A1, A2) 0.0015

External (C1, C2, D1, D2) 0.0015 0.0015

Eccentrically 0.0015 0.0025

As a Deep beam not suitable not suitable

Minimum Reinforcement for Reinforced Walls: (p) = Ast / Aconc

D2.4 AFS120 - Flexural Capacity

s Non Fire rated Flexural Capacity, stud only

25 MPa 32 MPa 40 MPa

ØMu (kNm/m) 12.5 12.6 12.7

Combined bending and compression should be designed to AS3600.Higher MPa than listed above is more suited to the alternative AFS LOGICWALL sizes.

Steel ratios in excess of 0.02 in a single layer should not be used unless the amount and disposition of the reinforcement will not prevent the proper placement of the concrete at splices and junction members.

Longitudinal Shear Along Bottom Plate (øVu kN / m)

D2.5 AFS120 - Longitudinal Shear Along Bottom Plate

Wall with continuous bottom plate

Starter Bar pw 25 MPa 32 MPa 40 MPaN12@900 0.0011 40 42 44

N12@600 0.0017 53 55 56

N12@300 0.0034 91 93 95

N16@300 0.0062 154 156 158

N20@300 0.0097 178 227 238

N16@150 0.0123 178 227 284

In special cases the Bottom Plate can be deleted to improve Longitudinal Shear capacity and can be designed according to AS3600.Starter Bars can be used and designed by structural engineers to achieve additional capacity. Refer to Reinforcement Detailing Constraints in this chapter.

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D2.6 AFS120 - Standard Lintels

* Additional reinforcement and ligatures can be used in lintels where additional capacity is required or where lintel is designed as a ‘T’ beam.

Capacity of lintels with vertical studs - UDL (w* kN/m)

1N12 Top & Btm, Depth (mm), 'D' 1N16 Top & Btm, Depth mm, 'D'

Span (mm) 300 450 600 900 1200 300 450 600 900 1200

3900 4.4 7.3 10.2 15.9 21.6 7.6 12.8 18.0 28.5 38.9

3600 5.2 8.6 11.9 18.6 25.4 9.0 15.1 21.2 33.4 45.6

3300 6.2 10.2 14.2 22.2 30.2 10.7 17.9 25.2 39.7 54.3

3000 7.5 12.3 17.2 26.8 36.5 12.9 21.7 30.5 48.1 63.0

2700 9.2 15.2 21.2 33.1 45.1 15.9 26.8 37.6 59.4 70.0

2400 11.7 19.2 26.8 41.9 57.1 20.1 33.9 47.6 69.9 78.8

2100 15.3 25.1 35.0 54.8 67.8 26.3 44.3 62.2 79.9 90.0

1800 20.8 34.2 47.7 67.2 79.1 35.8 60.3 81.3 93.2 105.0

1500 29.9 49.3 66.5 80.7 94.9 51.6 86.8 97.6 111.8 126.0

1200 46.7 74.2 83.1 100.8 118.6 80.6 113.1 122.0 139.7 157.7

900 83.1 98.9 110.8 134.5 158.1 118.4 150.8 162.6 186.3 210.0

øMu(kNm/m) 6.1 10.1 14.0 22.0 29.9 10.5 17.7 24.9 39.3 53.7

f.c=25 MPa, N12 Top and Bottom, 50 cover. f.c=25 MPa, N16 Top and Bottom, 50 cover.

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N12 or N16 Top & Bottom

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tw Hwu max N* max FRL

Type mm mm kN/m (Adeq/Integ/Insul.)AFS120 108 3000 233 240/240/180

* FRL’s determined by CSIRO Fire Test Number FS4259/3484 .

* Refer to chapter L – ‘Certification’ to view CSIRO Test Certificate.

FRL by AS 3600Where design is outside the limits given in the above table FRL is to be detemined in accordance with AS 3600.

tw

mm Wall exposed on Wall exposed on

Type mm One side Two sides One side Two sides

AFS120 108 30/30/90 -/-/90 -/-/90 -/-/90

D2.7 AFS120 - FRL


N*ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu

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AFS 150

148mm136mm

100mm

6mm

6mm18mm50mm

30mm170mm

30mm200mm200mm

18mm


D3.1 AFS150 – Stud Spacing & Profiles

AFS150 tw Ac %

Stud Spacing 146 mm 136 52%

Axial Capacity (øNu kN/m)


k=0.75 k=1.0 f’c=25 MPa f’c=32 MPa f’c=40 MPa f’c=50 MPa f’c=25 MPa f’c=32 MPa f’c=40 MPa f’c=50 MPa

5000 3750 406 520 650 812 235 300 376 469

4500 3375 548 701 876 1,095 376 481 602 752

4200 3150 625 800 1,000 1,251 454 581 726 908

3900 2925 698 893 1,116 1,395 526 674 842 1,053

3600 2700 765 979 1,223 1,529 593 759 949 1,187

3300 2475 826 1,058 1,322 1,653 655 838 1,048 1,310

3000 2250 883 1,130 1,412 1,765 711 910 1,138 1,422

2700 2025 933 1,195 1,494 1,867 762 975 1,219 1,524

2400 1800 979 1,253 1,566 1,958 808 1,034 1,292 1,615

2100 1575 1,019 1,305 1,631 2,038 848 1,085 1,357 1,696

1800 1350 1,054 1,349 1,687 2,108 883 1,130 1,412 1,765

D3.2 AFS150 – Axial Capacity

wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w


w-1.2e - 2e

a) 0.6ƒ'


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D3.3 AFS150 – Minimum Reinforcement


External (C1, C2, D1, D2) 0.0015 0.0015


As a Deep beam not suitable not suitable

D3.4 AFS150 – Flexural Capacity

Non Fire rated Flexural Capacity, stud only

25 MPa 32 MPa 40 MPa 50 MPa

ØMu (kNm/m) 15.9 16.0 16.0 16.1




Starter Bar pw 25 MPa 32 MPa 40 MPa 50 MPaN12@900 0.0009 45 48 51 54

N12@600 0.0013 58 61 64 67

N12@300 0.0027 97 99 102 105

N16@300 0.0049 160 162 165 168

N20@300 0.0077 240 242 245 248

N16@150 0.0098 248 302 305 308

N20@150 0.0154 248 317 396 468



Combined bending and compression should be designed to AS3600.Higher MPa than listed above is more suited to the alternative AFS LOGICWALL sizes.


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D3.6 AFS150 – Standard Lintels

1N12 Top & Btm, Depth mm, 'D' 1N16 Top & Btm, Depth mm, 'D'

Span (mm) 300 450 600 900 1200 300 450 600 900 1200

3900 4.5 7.3 10.2 15.9 21.7 7.8 13.0 18.2 28.6 39.0

3600 5.2 8.6 12.0 18.7 25.4 9.1 15.3 21.4 33.6 45.8

3300 6.2 10.2 14.2 22.2 30.2 10.9 18.2 25.4 40.0 54.5

3000 7.6 12.4 17.2 26.9 36.6 13.2 22.0 30.8 48.4 66.0

2700 9.3 15.3 21.3 33.2 45.2 16.2 27.1 38.0 59.7 81.4

2400 11.8 19.4 26.9 42.1 57.2 20.6 34.3 48.1 75.6 93.6

2100 15.4 25.3 35.2 54.9 74.7 26.9 44.8 62.8 92.8 107.0

1800 21.0 34.4 47.9 74.8 98.3 36.6 61.0 85.5 108.3 124.8

1500 30.2 49.6 69.0 98.2 118.0 52.6 87.8 110.2 130.0 149.8

1200 47.2 77.5 98.0 122.8 147.5 82.3 125.3 137.7 162.5 187.2

900 84.0 114.2 130.7 163.7 196.7 146.2 167.1 183.6 216.6 249.6

ØMu(kNm/m) 6.2 10.1 14.1 22.0 29.9 10.8 18.0 25.2 39.6 54.0


ELEVATION

SECTION



ELEVATION

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H.we max N* max FRL

Type

tw

mm mm kN/m (Adeq/Integ/Insul.)AFS150 136 3000 200 240/240/180

* FRL’s determined by CSIRO Fire Test Number FS3637/2585.

* Refer to chapter L – ‘Certification’ to view CSIRO Test Certificate.


tw



AFS150 136 90/90/120 60/60/120 60/60/120 30/30/120

D3.7 AFS150 – FRL

1N12 Top & Btm, Depth mm 1N16 Top & Btm, Depth mm

Span (mm) 300 450 600 900 1200 300 450 600 900 1200

3900 4.5 7.3 10.2 15.9 21.7 7.8 13.0 18.2 28.6 39.0

3600 5.2 8.6 12.0 18.7 25.4 9.1 15.3 21.4 33.6 45.8

3300 6.2 10.2 14.2 22.2 30.2 10.9 18.2 25.4 40.0 54.5

3000 7.6 12.4 17.2 26.9 36.6 13.2 22.0 30.8 48.4 66.0

2700 9.3 15.3 21.3 33.2 45.2 16.2 27.1 38.0 59.7 81.4

2400 11.8 19.4 26.9 42.1 57.2 20.6 34.3 48.1 75.6 93.6

2100 15.4 25.3 35.2 54.9 74.7 26.9 44.8 62.8 92.8 107.0

1800 21.0 34.4 47.9 74.8 98.3 36.6 61.0 85.5 108.3 124.8

1500 30.2 49.6 69.0 98.2 118.0 52.6 87.8 110.2 130.0 149.8

1200 47.2 77.5 98.0 122.8 147.5 82.3 125.3 137.7 162.5 187.2

900 84.0 114.2 130.7 163.7 196.7 146.2 167.1 183.6 216.6 249.6

ØMu(kNm/m) 6.2 10.1 14.1 22.0 29.9 10.8 18.0 25.2 39.6 54.0


SECTION

N*ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu

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AFS 162

162mm150mm

100mm

6mm

6mm

25mm50mm30mm

170mm30mm

200mm200mm

25mm




AFS162 tw Ac %Stud Spacing 146 mm 150 47.2%



k=0.75 k=1.0 f’c=25 MPa f’c=32 MPa f’c=40 MPa f’c=50 MPa f’c=25 MPa f’c=32 MPa f’c=40 MPa f’c=50 MPa

6000 4500 297 380 475 594 108 138 173 216

5000 3750 594 760 950 1,188 405 518 648 810

4500 3375 722 924 1,156 1,445 533 683 853 1,067

4200 3150 793 1,015 1,268 1,585 604 773 966 1,207

3900 2925 358 1,099 1,373 1,717 669 857 1,071 1,339

3600 2700 919 1,176 1,471 1,838 730 935 1,168 1,460

3300 2475 975 1,248 1,560 1,950 786 1,006 1,258 1,572

3000 2250 1,026 1,313 1,642 2,052 837 1,071 1,339 1,674

2700 2025 1,072 1,372 1,715 2,144 883 1,130 1,413 1,766

2400 1800 1,113 1,425 1,782 2,227 924 1,183 1,479 1,849

2100 1575 1,150 1,472 1,840 2,300 961 1,230 1,537 1,922

1800 1350 1,182 1,512 1,890 2,363 993 1,270 1,588 1,985

wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w


w-1.2e - 2e

a) 0.6ƒ'


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Non Fire rated Flexural Capacity, stud only

25 MPa 32 MPa 40 MPa 50 MPaØMU (kNm/m) 17.6 17.7 17.7 17.8



External (C1, C2, D1, D2) 0.0015 0.0015


As a Deep beam AS3600 Sect 12 AS3600 Sect 12



Starter Bar pw 25 MPa 32 MPa 40 MPa 50 MPaN12@900 0.0008 45 48 51 54

N12@600 0.0012 58 61 64 67

N12@300 0.0024 97 99 102 105

N16@300 0.0044 160 162 165 168

N20@300 0.0070 240 242 245 248

N16@150 0.0089 248 302 305 308

N24@300 0.0100 248 317 341 344

N20@150 0.0140 248 317 396 468




Combined bending and compression should be designed to AS3600.


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N12 Top & Btm, Depth mm, 'D' N16 Top & Btm, Depth mm, 'D'

Span (mm) 300 450 600 900 1200 300 450 600 900 1200

3900 4.5 7.4 10.2 15.9 21.7 7.8 13.1 18.3 28.7 39.1

3600 5.3 8.6 12.0 18.7 25.4 9.2 15.3 21.4 33.7 45.9

3300 6.3 10.3 14.3 22.3 30.3 11.0 18.2 25.5 40.0 54.6

3000 7.6 12.4 17.3 26.9 36.6 13.3 22.1 30.9 48.5 66.1

2700 9.4 15.3 21.3 33.3 45.2 16.4 27.2 38.1 59.8 81.6

2400 11.9 19.4 27.0 42.1 57.2 20.7 34.5 48.2 75.7 92.8

2100 15.5 25.4 35.2 55.0 74.8 27.1 45.0 63.0 91.9 106.0

1800 21.1 34.5 48.0 74.9 97.8 36.8 61.3 85.7 107.2 123.8

1500 30.4 49.7 69.1 97.5 117.4 53.0 88.2 108.9 128.7 148.5

1200 47.4 77.7 97.1 121.9 146.7 82.9 123.7 136.1 160.9 185.6

900 84.3 113.0 129.5 162.6 195.6 147.3 164.9 181.4 214.5 247.5

øMu(kNm/m) 6.2 10.2 14.1 22.0 30.0 10.8 18.0 25.2 39.6 54.0


ELEVATION

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SECTION

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D4.7 AFS162 – FRL


tw



AFS162 150 120/120/180 90/90/180 90/90/180 60/60/180

D4.8 AFS162 - In-Plane Shear Along Stud

In-Plane Shear along Stud Plane (ØVu kn/m)

Hor Reo pw 25 MPa 32 MPa 40 MPa 50 MPaN12@400 0.0018 121 127 134 141

N16@400 0.0033 179 186 192 200

N12@200 0.0037 192 199 205 213

N20@400 0.0052 248 260 266 274

N16@200 0.0067 248 316 322 330

N24@400 0.0075 248 317 356 363

N20@200 0.0105 248 317 396 478

N24@200 0.0151 248 317 396 496

Walls as Deep Beams to be designed in accordance with AS3600 Sect 12 Design of Non-Flexural Members with additional check for Vertical Shear Along Stud.

H.we max N* max FRL

Type

tw


* FRL’s determined by CSIRO Fire Test Number FS3637/2585 (This test was conducted on AFS150 and can be applied to AFS162 in accordance with AS 1530.4 - ‘Methods for fire tests on building materials, components and structures’ - Section 3.9 - ‘Permissible variations to the tested specimen’.

* Refer to chapter L - ‘Certification’ to view CSIRO Test Certificates and report FCO-3084.

N*ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu


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D4.7 AFS162 – FRL


tw



AFS162 150 120/120/180 90/90/180 90/90/180 60/60/180



Hor Reo pw 25 MPa 32 MPa 40 MPa 50 MPaN12@400 0.0018 121 127 134 141

N16@400 0.0033 179 186 192 200

N12@200 0.0037 192 199 205 213

N20@400 0.0052 248 260 266 274

N16@200 0.0067 248 316 322 330

N24@400 0.0075 248 317 356 363

N20@200 0.0105 248 317 396 478

N24@200 0.0151 248 317 396 496


H.we max N* max FRL

Type

tw


* FRL’s determined by CSIRO Fire Test Number FS3637/2585 (This test was conducted on AFS150 and can be applied to AFS162 in accordance with AS 1530.4 - ‘Methods for fire tests on building materials, components and structures’ - Section 3.9 - ‘Permissible variations to the tested specimen’.

* Refer to chapter L - ‘Certification’ to view CSIRO Test Certificates and report FCO-3084.

N*ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu

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AFS 200

D5 AFS200 LOGICWALL® – Design Load Tables

D5.1 AFS200 – Stud Spacing & Profile


AFS200 tw Ac %Stud Spacing 146 mm 188 50.0%



k=0.75 k=1.0f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

6000 4500 815 1,043 1,304 1,630 2,119 578 740 925 1,156 1,503

5000 3750 1,052 1,346 1,683 2,104 2,735 815 1,043 1,304 1,630 2,119

4500 3375 1,154 1,477 1,847 2,308 3,001 917 1,174 1,468 1,835 2,385

4200 3150 1,210 1,549 1,937 2,421 3,147 974 1,246 1,558 1,947 2,531

3900 2925 1,263 1,616 2,021 2,526 3,283 1,026 1,313 1,642 2,052 2,667

3600 2700 1,311 1,678 2,098 2,623 3,409 1,074 1,375 1,719 2,149 2,793

3300 2475 1,356 1,736 2,169 2,712 3,525 1,119 1,432 1,790 2,238 2,909

3000 2250 1,397 1,788 2,235 2,793 3,631 1,160 1,484 1,856 2,319 3,015

2700 2025 1,433 1,835 2,293 2,867 3,727 1,197 1,532 1,914 2,393 3,111

2400 1800 1,466 1,877 2,346 2,933 3,813 1,230 1,574 1,967 2,459 3,197

2100 1575 1,495 1,914 2,393 2,991 3,888 1,259 1,611 2,014 2,517 3,272

1800 1350 1,521 1,946 2,433 3,041 3,954 1,284 1,643 2,054 2,568 3,338

wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w


w-1.2e - 2e

a) 0.6ƒ'


200m

m

188m

m

134m

m

6mm

6mm33

mm

50m

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33m

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200mm 200mm 200mm

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25 MPa 32 MPa 40 MPa 50 MPa 65 MPaØMU (kNm/m) 22.2 22.3 22.3 22.4 22.4

Combined bending and compression should be designed to AS3600

D5.5 AFS200 – Longitudinal Shear Along Bottom Plate


Starter Bar p.w. 25 MPa 32 MPa 40 MPa 50 MPa 65 MPaN12@900 0.0008 45 48 51 54 58

N12@600 0.0010 58 61 64 67 70

N12@300 0.0020 97 99 102 105 109

N16@300 0.0035 160 162 165 168 172

N20@300 0.0056 240 242 245 248 252

N16@150 0.0071 248 302 305 308 312

N24@300 0.0080 248 318 342 344 348

N28@300 0.0108 248 318 397 455 459

N20@150 0.0111 248 318 397 468 472

N24@150 0.0160 248 318 397 496 496




Steel ratios in excess of 0.02 in a single layer should not be used unless the amount and disposition of the reinforcement will not prevent the proper placement of the concrete at splices and at junction members.

s Axial Capacity (øNu kN/M)


k=0.75 k=1.0f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

6000 4500 815 1,043 1,304 1,630 2,119 578 740 925 1,156 1,503

5000 3750 1,052 1,346 1,683 2,104 2,735 815 1,043 1,304 1,630 2,119

4500 3375 1,154 1,477 1,847 2,308 3,001 917 1,174 1,468 1,835 2,385

4200 3150 1,210 1,549 1,937 2,421 3,147 974 1,246 1,558 1,947 2,531

3900 2925 1,263 1,616 2,021 2,526 3,283 1,026 1,313 1,642 2,052 2,667

3600 2700 1,311 1,678 2,098 2,623 3,409 1,074 1,375 1,719 2,149 2,793

3300 2475 1,356 1,736 2,169 2,712 3,525 1,119 1,432 1,790 2,238 2,909

3000 2250 1,397 1,788 2,235 2,793 3,631 1,160 1,484 1,856 2,319 3,015

2700 2025 1,433 1,835 2,293 2,867 3,727 1,197 1,532 1,914 2,393 3,111

2400 1800 1,466 1,877 2,346 2,933 3,813 1,230 1,574 1,967 2,459 3,197

2100 1575 1,495 1,914 2,393 2,991 3,888 1,259 1,611 2,014 2,517 3,272

1800 1350 1,521 1,946 2,433 3,041 3,954 1,284 1,643 2,054 2,568 3,338


External (C1, C2, D1, D2) 0.0015 0.0015



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Opening

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SECTIOND


1N12 Top & Btm, Depth (mm) 1N16 Top & Btm, Depth (mm)

Span (mm) 300 450 600 900 1200 300 450 600 900 1200

3900 6.1 10.9 15.7 25.2 34.8 10.8 19.5 28.2 45.5 47.2

3600 7.2 12.8 18.4 29.6 40.8 12.7 22.9 33.1 51.2 51.2

3300 8.6 15.2 21.9 35.2 48.6 15.1 27.3 39.4 55.8 55.8

3000 10.4 18.4 26.5 42.6 58.8 18.3 33.0 47.6 61.4 61.4

2700 12.8 22.8 32.7 52.6 68.2 22.6 40.7 58.8 68.2 68.2

2400 16.2 28.8 41.4 63.5 76.8 28.6 51.5 68.4 76.8 76.8

2100 21.2 37.6 54.1 72.6 87.7 37.4 67.3 78.2 87.7 87.7

1800 28.8 51.2 65.0 84.7 102.4 50.9 81.4 91.2 102.4 102.4

1500 41.5 66.1 78.0 101.7 122.8 73.2 97.6 109.5 122.8 122.8

1200 64.9 82.7 97.5 127.1 153.5 107.2 122.0 136.9 153.5 153.5

900 90.5 110.2 130.0 169.4 204.7 143.0 162.7 182.5 204.7 204.7

ELEVATION


Capacity of standard lintels with vertical studs - UDL (w* kN/m)

Capacity can be increased with additional reinforcement or as composite L beam with slab.

deff 200 350 500 800 1100 200 350 500 800 1100

Limited by shear

25 MPa 188 200 1 50% 0.55 N20 100% 188 0.75 0.25

f'c tw spunch Nlayers Ac Web Max.Hor Align. twshear µ kco

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D5.7 AFS200 – FRL


Bars (H) p 25 MPa 32 MPa 40 MPa 50 MPa 65 MPaN12@800 0.0008

N12@600 0.0010

N12@400 0.0015

N12@300 0.0020

N16@400 0.0027 191.1 198.9 206.8 215.7 227.4

N12@200 0.0030 207.5 215.3 223.2 232.1 243.8

N16@300 0.0036 235.1 242.9 250.8 259.6 271.4

N20@400 0.0042 265.3 273.1 281.0 289.8 301.6

H.we max N* max FRL

Type

tw


* FRL’s determined by CSIRO Fire Test Number FS3637/2585 This test was conducted on AFS150 and can be applied to AFS200 inaccordance with AS 1530.4 - ‘Methods for fire tests on building materials, components and structures’ - Section 3.9 - ‘Permissiblevariations to the tested specimen’.

* Refer to chapter L – ‘Certification’ to view CSIRO Test Certificates and report FCO-3004.

188 200 1 50% 100% N20 0.0025 350 188 0.75 0.25

tw spunch Nlayers Ac Align. Max.Hor Min reo Max Spacing twshear µ kco

AFS200

Type

N16@200 0.0053 323.0 330.8 338.7 347.6 359.3

N20@300 0.0056 329.0 341.7 349.7 358.5 370.2

N20@200 0.0084 421.1 487.0 495.9 507.6

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AFS 200D

D6 AFS200D AFS LOGICWALL® – Design Load Tables

D6.1 AFS200D – Stud Spacing & Profile

D6.2 AFS200D – Axial Capacity

AFS200D tw Ac %Stud Spacing 146 mm 188 50%



k=0.75 k=1,0f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

6000 4500 815 1,043 1,304 1,630 2,119 578 740 925 1,156 1,503

5000 3750 1,052 1,346 1,683 2,104 2,735 815 1,043 1,304 1,630 2,119

4500 3375 1,154 1,477 1,847 2,308 3,001 917 1,174 1,468 1,835 2,385

4200 3150 1,210 1,549 1,937 2,421 3,147 974 1,246 1,558 1,947 2,531

3900 2925 1,263 1,616 2,021 2,526 3,283 1,026 1,313 1,642 2,052 2,667

3600 2700 1,311 1,678 2,098 2,623 3,409 1,074 1,375 1,719 2,149 2,793

3300 2475 1,356 1,736 2,169 2,712 3,525 1,119 1,432 1,790 2,238 2,909

3000 2250 1,397 1,788 2,235 2,793 3,631 1,160 1,484 1,856 2,319 3,015

2700 2025 1,433 1,835 2,293 2,867 3,727 1,197 1,532 1,914 2,393 3,111

2400 1800 1,466 1,877 2,346 2,933 3,813 1,230 1,574 1,967 2,459 3,197

2100 1575 1,495 1,914 2,393 2,991 3,888 1,259 1,611 2,014 2,517 3,272

1800 1350 1,521 1,946 2,433 3,041 3,954 1,284 1,643 2,054 2,568 3,338

wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w


w-1.2e - 2e

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200m

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188m

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134m

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33m

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D6.3 AFS200D – Minimum Reinforcement


External (C1, C2, D1, D2) 0.0015 0.0015



D6.4 AFS200D – Flexural Capacity



25 MPa 32 MPa 40 MPa 50 MPa 65 MPaØMU (kNm/m) 22.8 22.3 22.3 22.4 22.4

D6.5 AFS200D – Longitudinal Shear Along Bottom Plate


Starter Bar p.w. 25 MPa 32 MPa 40 MPa 50 MPa 65 MPaN12@900 0.0007 41 44 46 48 51

N12@600 0.0010 54 56 58 61 64

N12@300 0.0020 93 95 97 99 102

N16@300 0.0035 156 158 160 162 165

N20@300 0.0056 197 238 240 242 245

N16@150 0.0071 197 253 300 302 305

N24@300 0.0080 197 253 316 339 342

N28@300 0.0108 197 253 316 395 395

N20@150 0.0111 197 253 316 395 395

N24@150 0.0160 197 253 316 395 395





s Axial Capacity (øNu kN/M)


k=0.75 k=1,0f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

6000 4500 815 1,043 1,304 1,630 2,119 578 740 925 1,156 1,503

5000 3750 1,052 1,346 1,683 2,104 2,735 815 1,043 1,304 1,630 2,119

4500 3375 1,154 1,477 1,847 2,308 3,001 917 1,174 1,468 1,835 2,385

4200 3150 1,210 1,549 1,937 2,421 3,147 974 1,246 1,558 1,947 2,531

3900 2925 1,263 1,616 2,021 2,526 3,283 1,026 1,313 1,642 2,052 2,667

3600 2700 1,311 1,678 2,098 2,623 3,409 1,074 1,375 1,719 2,149 2,793

3300 2475 1,356 1,736 2,169 2,712 3,525 1,119 1,432 1,790 2,238 2,909

3000 2250 1,397 1,788 2,235 2,793 3,631 1,160 1,484 1,856 2,319 3,015

2700 2025 1,433 1,835 2,293 2,867 3,727 1,197 1,532 1,914 2,393 3,111

2400 1800 1,466 1,877 2,346 2,933 3,813 1,230 1,574 1,967 2,459 3,197

2100 1575 1,495 1,914 2,393 2,991 3,888 1,259 1,611 2,014 2,517 3,272

1800 1350 1,521 1,946 2,433 3,041 3,954 1,284 1,643 2,054 2,568 3,338

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ELEVATIONOpening

450

2N12 or 2N16 Top & Bottom (minimum)


SECTIOND

D6.6 AFS200D – Standard Lintels

2N12 Top & Btm, Depth (mm) 2N16 Top & Btm, Depth (mm)

Span (mm) 300 450 600 900 1200 300 450 600 900 1200

3900 8.8 14.5 20.2 31.7 43.1 15.0 25.4 35.9 56.7 73.8

3600 10.3 17.0 23.7 37.2 50.6 17.6 29.9 42.1 66.5 83.0

3300 12.3 20.3 28.3 44.3 60.3 21.0 35.5 50.1 79.2 87.3

3000 14.8 24.5 34.2 53.6 67.0 25.4 43.0 60.6 88.1 96.0

2700 18.3 30.3 42.2 65.7 74.4 31.4 53.1 74.8 97.9 106.6

2400 23.2 38.3 53.4 73.9 83.8 39.7 67.2 94.7 110.1 120.0

2100 30.3 50.0 69.8 84.4 95.7 51.8 84.6 112.8 125.8 137.1

1800 41.2 68.1 85.4 98.5 111.7 65.8 98.7 131.6 146.8 160.0

1500 59.4 94.5 102.4 118.2 134.0 79.0 118.4 157.9 176.2 192.0

1200 92.7 118.2 128.0 147.8 167.5 98.7 148.1 197.4 220.2 240.0

900 131.6 157.5 170.7 197.0 223.3 131.6 197.4 263.2 293.6 319.9

ØMu(kNm/m) 12.1 20.1 28.0 43.8 59.7 20.8 35.2 49.6 78.4 107.2

f.c=25 MPa, N12 Top & Bottom, 50 cover. f.c=25 MPa, N16 Top & Bottom, 50 cover.


Lintels vertical studs - UDL (ØVu kN/m)

Capacity of Standard Lintels with Vertical Studs- UDL (w* kN/m)Capacity can be increased with additional reinforcement or as composite L beam with slab.

2N12 Top & Btm, Depth (mm) ‘D’ 2N16 Top & Btm, Depth (mm) ‘D’

D 300 450 600 900 1200 300 450 600 900 1200

deff 200 350 500 800 1100 200 350 500 800 1100

Span (mm)

3900 11.8 21.4 30.9 47.2 47.2 20.2 37.5 47.2 47.2 47.2

3600 13.9 25.1 36.3 51.2 51.2 23.7 44.1 51.2 51.2 51.2

3300 16.5 29.9 43.2 55.8 55.8 28.2 52.4 55.8 55.8 55.8

3000 20.0 36.1 52.3 61.4 61.4 34.1 61.4 61.4 61.4 61.4

2700 24.7 44.6 64.5 68.2 68.2 42.1 68.2 68.2 68.2 68.2

2400 31.3 56.5 72.8 76.8 76.8 53.3 76.8 76.8 76.8 76.8

2100 40.8 73.7 83.2 87.7 87.7 69.6 87.7 87.7 87.7 87.7

1800 55.6 87.2 97.1 102.4 102.4 94.8 102.4 102.4 102.4 102.4

1500 80.0 104.6 116.5 122.8 122.8 122.8 122.8 122.8 122.8 122.8

1200 116.0 130.8 145.6 153.5 153.5 153.5 153.5 153.5 153.5 153.5

900 154.7 174.4 194.1 204.7 204.7 204.7 204.7 204.7 204.7 204.7

limited by shear

f’c tw spunch Nlayers Ac Web Max.Hor Align. twshear μ kco

25 MPa 188 200 2 50% 0.55 N16 100% 188 0.75 0.25

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AFS200D 188 180/180/240 120/120/240 120/120/240 90/90/240

D6.7 AFS200D – FRL

D6.8 AFS200D - In-Plane Shear Along Stud


Hor Reo pw 25 MPa 32 MPa 40 MPa 50 MPa 65 MPaN12@400EF 0.0029 172 177 183 189 196

N16@400EF 0.0053 197 253 291 297 305

N12@200EF 0.0059 197 253 316 321 329

N20@400EF 0.0084 197 253 316 395 395

N16@200EF 0.0106 197 253 316 395 395

N24@200EF 0.0120 197 253 316 395 395

N20@200EF 0.0167 197 253 316 395 395

N24@200EF 0.0240 197 253 316 395 395

N28@200EF 0.0324 197 253 316 395 395


SECTION

N* max FRL

Type

tw

mm

Hwe max

mm kN/m (Adeq/Integ/Insul.)AFS200D 188 3000 200 240/240/240

* FRL’s determined by CSIRO Fire Test Number FS3637/2585 This test was conducted on AFS150 and can be applied to AFS200D inaccordance with AS 1530.4 - ‘Methods for fire tests on building materials, components and structures’ - Section 3.9 - ‘Permissiblevariations to the tested specimen’.


N*ƒ

Ø Nu

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ƒ = 0.7Ø Nu


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AFS200D 188 180/180/240 120/120/240 120/120/240 90/90/240





N16@400EF 0.0053 197 253 291 297 305

N12@200EF 0.0059 197 253 316 321 329

N20@400EF 0.0084 197 253 316 395 395

N16@200EF 0.0106 197 253 316 395 395

N24@200EF 0.0120 197 253 316 395 395

N20@200EF 0.0167 197 253 316 395 395

N24@200EF 0.0240 197 253 316 395 395

N28@200EF 0.0324 197 253 316 395 395


SECTION

N* max FRL

Type

tw

mm

Hwe max

mm kN/m (Adeq/Integ/Insul.)AFS200D 188 3000 200 240/240/240



N*ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu

Bars (H) p 25 MPa 32 MPa 40 MPa 50 MPa 65 MPa

2N12@800 0.0015

2N12@600 0.0020

2N12@400 0.0030 207.5 215.3 223.2 232.1 243.8

2N12@300 0.0040 257.0 264.7 272.1 281.5 293.2

2N16@400 0.0053 323.0 330.8 338.7 347.6 359.3

2N12@200 0.0060 329.0 363.6 371.5 380.4 392.1

2N16@300 0.0071 418.7 426.7 435.5 447.2

2N20@400

2N16@200 0.0107 421.1 526.4 611.4 623.1

tw spunch Nlayers Ac Align Max.Hor Min Reo Max Spacing twshear μ kco

188 200 2 50% 100% N16 0.0025 350 188 0.75 0.25

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211m

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262m

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AFS 262D

250m

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19.5

mm

50m

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160mm200mm200mm

19.5

mm

D7 AFS262D AFS LOGICWALL® – Design Load Tables

D7.1 AFS262D – Stud Spacing & Profile

D7.2 AFS262D – Axial Capacity

AFS262D tw Ac %Stud Spacing 146 mm 250 50%



k=0.75 k=1,0f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

f’c=25 MPa

f’c=32 MPa

f’c=40 MPa

f’c=50 MPa

f’c=65 MPa

6000 4500 1,532 1,961 2,451 3,064 3,983 1,217 1,558 1,947 2,434 3,164

5000 3750 1,710 2,189 2,736 3,420 4,446 1,395 1,786 2,232 2,790 3,627

4500 3375 1,787 2,287 2,859 3,574 4,646 1,472 1,884 2,355 2,944 3,827

4200 3150 1,829 2,341 2,927 3,658 4,756 1,514 1,938 2,423 3,028 3,937

3900 2925 1,869 2,392 2,990 3,737 4,858 1,554 1,989 2,486 3,107 4,039

3600 2700 1,905 2,438 3,348 3,800 4,953 1,590 2,035 2,544 3,180 4,134

3300 2475 1,939 2,481 3,002 3,877 5,040 1,624 2,078 2,598 3,247 4,221

3000 2250 1,969 2,521 3,151 3,938 5,120 1,654 2,117 2,647 3,308 4,301

2700 2025 1,997 2,556 3,095 3,994 5,092 1,682 2,153 2,691 3,364 4,373

2400 1800 2,022 2,588 3,235 4,043 5,256 1,707 2,185 2,731 3,413 4,437

2100 1575 2,044 2,616 3,270 4,087 5,313 1,729 2,213 2,766 3,457 4,494

1800 1350 2,063 2,640 3,300 4,125 5,363 1,748 2,237 2,796 3,495 4,544

wuH k = 0.75 we = 0.167 twe = 0.05 t H

wu k = 1.00 e = 0.167 twe = 0.05 t w


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D7.3 AFS262D – Minimum Reinforcement


External (C1, C2, D1, D2) 0.0015 0.0015



D7.4 AFS262D – Flexural Capacity

D7.5 AFS262D – Longitudinal Shear Along Bottom Plate



25 MPa 32 MPa 40 MPa 50 MPa 65 MPaØMu (kNm/m) 29.7 29.7 29.8 29.8 29.9


Starter Bar pw 25 MPa 32 MPa 40 MPa 50 MPa 65 MPaN12@900 0.0005 61 65 70 75 82

N12@600 0.0007 74 78 83 88 95

N12@300 0.0015 112 117 121 126 133

N16@300 0.0027 175 180 184 189 196

N20@300 0.0042 255 259 264 269 276

N16@150 0.0053 315 320 324 329 336

N24@300 0.0060 351 356 361 366 373

N28@300 0.0081 438 467 471 476 483

N20@150 0.0084 438 479 484 489 496

N24@150 0.0121 438 560 677 682 689

N28@150 0.0163 438 560 700 875 875





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D7.6 AFS262D – Standard Lintels

2N12 Top & Btm, Depth mm 'D' 2N16 Top & Btm, Depth mm 'D'

Span (mm) 300 450 600 900 1200 300 450 600 900 1200

3900 8.9 14.6 20.4 31.8 43.3 15.5 25.9 36.3 57.1 78.0

3600 10.5 17.2 23.9 37.4 50.8 18.2 30.4 42.6 67.0 91.5

3300 12.5 20.5 28.5 44.5 60.5 21.6 36.2 50.7 79.8 108.9

3000 15.1 24.7 34.4 53.8 73.1 26.1 43.7 61.3 96.5 131.7

2700 18.6 30.5 42.5 66.4 90.3 32.3 54.0 75.7 119.2 155.6

2400 23.5 38.7 53.8 84.0 114.3 40.8 68.3 95.8 150.8 175.0

2100 30.7 50.5 70.3 109.8 149.3 53.4 89.3 125.2 175.0 200.0

1800 41.8 68.7 95.6 149.4 180.8 72.6 121.5 170.4 204.2 233.3

1500 60.3 99.0 137.7 182.0 217.0 104.6 175.0 210.0 245.0 280.0

1200 94.2 154.7 183.8 227.5 271.3 163.4 240.6 262.5 306.3 350.0

900 167.4 215.8 245.0 303.3 361.7 290.5 320.8 350.0 408.3 466.7

øMu(kNm/m) 12.3 20.2 28.2 44.0 59.8 21.4 35.8 50.2 79.0 107.8


Additional reinforcement and ligatures can be used in lintels where additional capacity is required or where lintel is designed as a ‘T’ beam.


ELEVATIONOpening

450

2N12 or 2N16 Top & Bottom


SECTIOND

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AFS262D 250 240/240/240 240/240/240 120/120/240 120/120/240



In-Plane Shear along Stud Plane (ØVu kN/m)


N16@400EF 0.0040 350 361 373 386 404

N12@200EF 0.0044 376 388 399 412 430

N20@400EF 0.0063 438 511 523 536 553

N16@200EF 0.0080 438 560 636 649 666

N24@400EF 0.0090 438 560 700 717 734

N20@200EF 0.0126 438 560 700 875 875

N24@200EF 0.0181 438 560 700 875 875

N28@200EF 0.0324 438 560 700 875 875


H.we max N* max FRL

Type

tw

mm mm kN/m (Adeq/Integ/Insul.)AFS262D 250 3000 200 240/240/240


* Refer to chapter L – ‘Certification’ to view CSIRO Test Certificates and report FCO-3084.SECTION

N*ƒ

Ø Nu

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ƒ = 0.7Ø Nu


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AFS262D 250 240/240/240 240/240/240 120/120/240 120/120/240



In-Plane Shear along Stud Plane (ØVu kN/m)


N16@400EF 0.0040 350 361 373 386 404

N12@200EF 0.0044 376 388 399 412 430

N20@400EF 0.0063 438 511 523 536 553

N16@200EF 0.0080 438 560 636 649 666

N24@400EF 0.0090 438 560 700 717 734

N20@200EF 0.0126 438 560 700 875 875

N24@200EF 0.0181 438 560 700 875 875

N28@200EF 0.0324 438 560 700 875 875


H.we max N* max FRL

Type

tw

mm mm kN/m (Adeq/Integ/Insul.)AFS262D 250 3000 200 240/240/240


* Refer to chapter L – ‘Certification’ to view CSIRO Test Certificates and report FCO-3084.SECTION

N*ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu

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tw Hwh max N* max FRL

Type mm mm kN/m (Adeq/Integ/Insul.)AFS120 108 3000 233 240/240/180*

AFS150 136 3000 233 240/240/180**

AFS162 150 3000 200 240/240/240***

AFS200 188 3000 200 240/240/240***

AFS200D 188 3000 200 240/240/240***

AFS262D 250 3000 200 240/240/240***

* FRL determined by CSIRO Fire Test Number FS4259/3484 with minimum reinforcement.

** FRL determined by CSIRO Fire Test Number FS3637/2585 with minimum reinforcement with FRL period [240/240/236].

*** Based on AFS150 FRL test results and allowing for additional concrete thickness. Refer to Report No. FCO-3084 in Chapter L – ‘Certification’

• Refer to Report No. FCO-3084 in Chapter L – ‘Certification’ to view CSIRO Test Certificate.

tw



AFS120 108 30/30/90 -/-/90 -/-/90 -/-/90

AFS150 136 90/90/120 60/60/120 60/60/120 30/30/120

AFS162 150 120/120/180 90/90/180 90/90/180 60/60/180

AFS200 188 180/180/240 120/120/240 120/120/240 90/90/240

AFS200D 188 180/180/240 120/120/240 120/120/240 90/90/240

AFS262D 250 240/240/240 240/240/240 120/120/240 120/120/240

D8 Fire Resistance

Fig D8.1 FRL by CSIRO Fire Test


Where calculating structural capacity for a fire load the area of the exposed stud flange is to be excluded.

FRL (Adequacy/Integrity/Insulation) to AS3600

Fig D8.2N*

ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu


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tw Hwh max N* max FRL

Type mm mm kN/m (Adeq/Integ/Insul.)AFS120 108 3000 233 240/240/180*

AFS150 136 3000 233 240/240/180**

AFS162 150 3000 200 240/240/240***

AFS200 188 3000 200 240/240/240***

AFS200D 188 3000 200 240/240/240***

AFS262D 250 3000 200 240/240/240***

* FRL determined by CSIRO Fire Test Number FS4259/3484 with minimum reinforcement.

** FRL determined by CSIRO Fire Test Number FS3637/2585 with minimum reinforcement with FRL period [240/240/236].

*** Based on AFS150 FRL test results and allowing for additional concrete thickness. Refer to Report No. FCO-3084 in Chapter L – ‘Certification’

• Refer to Report No. FCO-3084 in Chapter L – ‘Certification’ to view CSIRO Test Certificate.

tw



AFS120 108 30/30/90 -/-/90 -/-/90 -/-/90

AFS150 136 90/90/120 60/60/120 60/60/120 30/30/120

AFS162 150 120/120/180 90/90/180 90/90/180 60/60/180

AFS200 188 180/180/240 120/120/240 120/120/240 90/90/240

AFS200D 188 180/180/240 120/120/240 120/120/240 90/90/240

AFS262D 250 240/240/240 240/240/240 120/120/240 120/120/240

D8 Fire Resistance

Fig D8.1 FRL by CSIRO Fire Test


Where calculating structural capacity for a fire load the area of the exposed stud flange is to be excluded.

FRL (Adequacy/Integrity/Insulation) to AS3600

Fig D8.2N*

ƒ

Ø Nu

= 0.35N*

ƒ = 0.7Ø Nu

AS3600 FRL(Ade/Int/Ins#2) Exposed 1 side

AS3600 FRL(Ade/Int/Ins#2) Exposed 2 sides

#1 CI 5.8.1 30/30/180 60/60/180 90/90/180 120/120/180 180/180/240 240/240/240

Wall tfire N*f/ØNu N*f/ØNu N*f/ØNu N*f/ØNu N*f/ØNu N*f/ØNuAFS120 120 0.70 0.53 0.35 0.18

AFS150 145 0.70 0.70 0.70 0.25

AFS162 160 0.70 0.70 0.70 0.70

AFS200 200 0.70 0.70 0.70 0.70 0.58

AFS200D 200 0.70 0.70 0.70 0.70 0.58

AFS262D 260 0.70 0.70 0.70 0.70 0.70 0.62

#1CI 5.8.1 30/30/180 60/60/180 90/90/180 120/120/180 180/180/240 240/240/240

Wall tfire N*f/ØNu N*f/ØNu N*f/ØNu N*f/ØNu N*f/ØNu N*f/ØNuAFS120 120 0.70 0.35

AFS150 145 0.70 0.70 0.43 0.11

AFS162 160 0.70 0.70 0.61 0.35

AFS200 200 0.70 0.70 0.70 0.64 0.35 0.06

AFS200D 200 0.70 0.70 0.70 0.64 0.35 0.06

AFS262D 260 0.70 0.70 0.70 0.70 0.65 0.40

#1 CI 5.8.1: tfire = tw + 0.75 x tFCsheet rounded up to nearest 5mm#2 FRP Insulation based on CSIRO Fire Tests

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øNu= ø(t

w-1.2e-2.e

a)•0.6f

c

AFS LOGICWALL’s may simply be designed in accordance with Section 11 of AS3600.

D10 Axial Capacity

D9 Wall Properties

[AS3600 Cl11.4.4]

[AS3600 Cl11.4.3]

where:

:= 0.6

Nu

tw

e

Hwe = kHwu

the strength reduction factor

the ultimate strength per unit wall length the

thickne ss of the wall

the eccentricity of the load measured at right angles to the plane of the wall

an additional eccentricity

effective height of a braced wall

Hwu k = 0.75k = 1.00

StudSpacing

(mm)

tw

(mm)

ttotal

(mm)

Dpunch

(mm)

A.stud

(mm)

Ixx

(mm4x103)Ac%

fy.stud

Mpa

Afl

mm2/m

Overall R.Wall Factors

Type µ kco

AFS120 146 108 120 70 63.69 164.2 47.1% 300 502 0.741 0.235

AFS150 146 136 148 100 68.09 276.5 52.3% 300 502 0.756 0.260

AFS162 146 150 162 100 75.79 358.4 47.2% 300 502 0.742 0.236

AFS200 146 188 200 134 77.99 602.9 50.0% 300 502 0.750 0.250

AFS200D 146 188 200 134 77.99 602.9 50.0% 300 502 0.750 0.250

AFS262D 146 250 262 211 115.39 1303.5 49.5% 300 502 0.750 0.250

ø

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Equation D13.1

Vertical Stud Shear Plane LimitFailure along the vertical shear limit is given by:

D13 Vertical Stud Shear Plane

D11 Flexural Capacity

AFS LOGICWALL® shall be reinforced and designed in accordance with AS3600-2009 CI. 11.5 Design of walls for In Plane Horizontal Forces with an additional check for failure along this shear plane limiting maximum shear stress in accordance with AS3600-2009 CI. 8.4 Longitudinal Shear in Beams.

≤ lesser of (0.2f ’c, 10MPa)

D12 Shear Capacity

The flexural strength of AFS LOGICWALL® is obtained by the stud flanges acting as reinforcement therefore from classic beam theory ignoring axial forces and any vertical reinforcement:

where:

ø:= 0.6 the strength reduction factor

Mu Ultimate flexural capacity

fstud yield strength of vertical suds

Aflange Area of stud flange

f'c Characteristic strength of concrete

Since the stud flanges are potentially exposed to fire they can only be used for Wind Loads in accordance with AS/NZS1170.2.If flexural capacity other than Wind Loads is required then the wall may be reinforced and designed as a normal reinforced concrete wall.

Where

tu

= unit shear strength

gp = permanent distributed load normal to the shear interface per unit length,

newtons per millimetre (N/mm)

μ = coefficient of friction given in AS3600 Table 8.4.3

kco = cohesion coefficient given in AS3600 Table 8.4.3

bf = width of the shear plane, in millimetres (mm)

Asf = area of fully anchored shear reinforcement crossing the interface (mm2)

fsy = yield strength of shear reinforcement not exceeding 500 MPa

s = spacing of anchored shear reinforcement crossing interface

tu = μ Asf fsy

sbf

+kco f'ctgp

bf

+( )

øMu = fstud • tw • Aflange • 1-0.6 •

Aflange

b•tw

fstud

Fc

•( )

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262mm

AFS 262D

250mm

210mmo/atw

AFS 150

Punch Holewith lip around perimeter

Monolithic concrete though punch areaµ=0.9, kco =0.5

Steel stud with lip interlock at oval punch µ=0.6, kco=0.2

The shear plane coefficients have been selected from AS3600 TbI 8.4.4. with ß5 reduced due to differential shrinkage and tensile stress in

accordance with AS3600 clause 8.4.4. These values should be conservative as the lip around the opening will increase interlock. These values will be reviewed as test results become available.

o/atw

AFS 150

Punch Holewith lip around perimeter

Monolithic concrete though punch areau4=0.9, kco =0.5

Steel stud with lip interlock at oval punch u4=0.6, kco=0.2

Equation D13.2

where:

Vuf.vert Shear capacity along studs, kN/m

µ :=0.6·(1–AC)+0.9 AC’

kco :=0.0·(1–AC)+0.4 AC’

Ac is the % Area of concrete contact through the vertical studs

s horizontal spacing of reinforcement through the stud

AS3600 Tbl. 8.4.4u kco (REO)

Steel Interface 0.6 0

Concrete Interface 0.9 0.5

D13 Vertical Stud Shear Plane continued

ØVuf. vert =[ µ • fsy +kco • tw • (0.4 fc • MPa )As

s ]≤ ø • 0.2fc • tw

o/a

tw

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D14 In Plane Horizontal Shear Capacity

vert*Vs stud

V

wuL

wuH

horiz*Plane

Shea

r

V

The strength of the AFS LOGICWALL® for in-plane horizontal shear is given by:

(Vu = Vuc + Vus) ≤ 0.2·fc·tw AS3600 [Cl 11.5.3]

The use of AFS LOGICWALL® for shear with is not recommended. If are used then

additional checks will be needed for the in-plane bending induced in the wall by the shear forces on the wall.

For walls with

Vus = pw · fsy · (0.8 · tw)

where:

Vu Ultimate in plane horizontal shear capacity. kN/m

pw Shall be the lesser of the ratios of either the vertical reinforcement area or the horizontal reinforcement area to the cross-sectional area of wall in the respective direction.

The capacity above is limited by the vertical shear component of the racking forces.

AS3600 [Cl 11.5.4 (a)]

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D15 Horizontal Bottom Plate Shear Plane

D16 Lintels

D17 Design As Deep Beam or Transfer Walls

Horizontal bottom plate shear is calculated using the same method by assuming a shear plane along the bottom of the stud. Except in this case there are no openings.

µ : = 0.6

kco : = 0.0

As cross-sectional area of starters crossing the bottom plate shear plane

Note: If necessary the bottom plate can be deleted to improve longitudinal shear capacity.

Lintel tables have been prepared based on the un-reinforced bending and shear capacity. If additional capacity is required then the Lintel should be designed and detailed to suit.

A number of options are available for using AFS LOGICWALL® as formwork for deep beams or transfer walls. Some of these are shown in the following examples.

Transfer walls allow the transfer of heavy loads from floors above to supporting columns or supporting beams below. These walls are designed in accordance with AS3600 Section Design of Non-Flexural Members, End Zones and Bearing Surfaces. Additional checks are to be made for Vertical Shear Plane failure at the stud, longitudinal shear at the top and bottom of the wall, development lengths, bearing and congestion.

Use of AFS LOGICWALL® in the design of deep beams should only be undertaken by experienced engineers with a good understanding of all aspects of deep beam design. The engineer should examine issues such as construction sequence, build-ability, congestion, services, detailing.

Where AS3600 calls for two layers of reinforcement AFS LOGICWALL® has two options.

a) AFS200D

b) AFS262D

kcoµ

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T* bars

*

ELEVATIONSECTION

suspended slab

w

reinforcementSuspension

w*__I__I

Bearing

w

L dt

D17.1 Transfer Wall Example I

D17.2 Transfer Wall Example II

__I *w

*

bars*T

w

ELEVATION

BarsStarter

SECTION

of cog dt100% LInside edge

Bearing

In this example the tension tie reinforcement is located in the bottom of the wall to transfer the loads from above. The slab below is self supporting.

In this example the tension tie reinforcement is located within the slab. The slab below is supported by the wall and will need suspension reinforcement detailed.

Pros Cons• Slab is self supporting minimizing or

eliminating need for propping• Congestion limits load capacity

• Bottom plate shear minimized • Bar development length restricted

Pros Cons• Extra tension tie reinforcement can be

used to increase load capacity• Slab requires temporary propping

• Tension tie reinforcementdevelopment length not restricted

• Bottom plate starter bars need to bedesigned for transfer shear stresses

• Avoids congestion and large horizontalbars in walls

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D17.3 Transfer Wall Example III

In this example the tension tie reinforcement is located within the wall. The slab below maybe supported by a small beam to suit construction requirements.

Other combinations are possible like relocating the tension tie reinforcement from the wall in D17.3 to the beam similar to D17.2.

Multiple levels of walls can be combined to provide deeper transfer beams and extend the possible spans but require careful detailing and consideration of construction sequences . For typical spans usually only one level needs to be designed as a transfer wall.

Pros Cons• Slab is self supporting minimizing or

eliminating need for propping• Congestion limits load capacity

• Bottom plate shear minimized • Bar development length restricted

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D18 Deep Beam Example

AFS LOGICWALL® can be used as permanent formwork for economical deep beams. Their design as deep beams is controlled by;

• Achievingadequatedevelopmentlengthsforthemaintensionreinforcement.

• Placementofreinforcementatthestudcutoutsandavoidingcongestion.

• Horizontaltensiontiereinforcementcanonlybecoggedtheotherendtoallowinstallationfromoneendofthewalls.AS3600requires that tension ties not be lapped in the tension zone instead full strength couplers would be needed if bars are to bejoined. For ease of construction only single length tension ties are beneficial.

• Maximisinglengthofbearingtoreducebearing,strutandshearstresses.Bearinglengthcanbeincreasedbyusingdroppanels, thicker slab, band beams.

Additional storeys can be used to increase span and load capacity of deep beams. The detailing at each floor will need adequate continuity bars through the slab into the wall as starter bars.

In order to calculate the loads we need to select some preliminary trial values for the effective length of bearing on the slab and the depth of the compression strut at the top of Ihe wall The value of the bearing length will be adjusted until we achieve acceptable design stresses. An allowance is also included for the tension tie to be raised above the bottom of the wall, this will allow the centroid of the tension tie bars to be raised since the location of the cutouts and the bars selected may result in a higher placement within the wall.

1bearing

= 520 mm Length of bearing below wall

dcomp

:= 62 mm Depth of compression strut at top of wall

dbase

:= l00 mm The distance from the slab to the bottom of the tension tie

Typically multiple levels of AFS walls will span an opening. Normally only the lower one or two levels are designed as deep beams. This simplifies the design and construction as additional documentation and reinforcement is limited to the lower walls. Propping can also be removed earlier avoiding staged construction design. In the final construction state this is conservative as effective depth of the deep beam is greater.

The following is an example of a Type I idealized Strut and Tie Design Model utilising a Fan Strut to support uniformly distributed design load. Design of Non-flexural Members should only be undertaken by experienced engineers familiar with Strut and Tie design in accordance with AS3600 Section 12 or other appropriate references.

lb Length of bearing below wall

dbase

The distance from the slab to the bottom of the tension tie

H Floor - Floor Height

Lclear

Clear Span

∂

lb

lbBeam/Capital

w*

Tension Tie d base

column

H

column

CCT Node

CCC Node

TYPE I(b) Fan Strut (no bursting forces)[Refer AS 3600-2009 - Fig 7.2.1]

L clear

L supported

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fbearing = b • 0.9 f’c •

fstrut = stbs 0.9 f’c Ac

within limits 0.3 < bs ≤ 1.0

bn = 0.8 for CCT Node

fnode= bn 0.9 f’c

< b • 1.8 • f’c


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D18 Example continued

Note that the vertical loads beyond the bearing length being considered will transfer vertically direct to the column below and will not be included in the calculation of strut and tie forces. The reaction on the bearing length at the slab level will be

By geometry or calculation we can determine the depth of the tension tie zone at the bottom of the wall dtens

=229 mm, and by statics the load in the tension tie T

u=503 kN. Minimum tension tie reo will require additional checks for crack control:

The maximum strut stress occurs at edge of the bearing surface. The vertical component of this stress is simply the reaction over the horizontal bearing surface. Resolving this to diagonal stress at the edge gives:

or 842.5 kN: (0.5 )L u clear slab bearingR L t lω= ⋅ ⋅ − +

2

1

2

1

0.85 2

1 20.4

: 9.679

bearing b c b c

bearing

Lbearing bearing

bearing w

Af f fA

Awith f MPaA

Rf f MPal t

φ φ φ

φ

= ⋅ ⋅ ⋅ ⋅

= =

= =⋅

< Allowable bearing at support.

Adopt 4N24-200 HOR BTM.2: 1438utie tie

st y

TA A mmfφ

= =⋅

.max. .max.

2 2

.

.

1: 9.5

( ) (0.5 ) 1:

13.2

: 0.8200

16.8

Lstrut v strut v

bearing base w

wu comp base clear slab baseLstrut

bearing base wu comp base w

strut

cc cal st c

c cal

Rf f Mpal d t

H d d L t dRfl d H d d t

f Mpa

ff fMPa

f

φ φ

φ

= ⋅ =+

− − + ⋅ − −= ⋅ ⋅

+ − −

=

= − ⋅

=

1(0.5 ): 237.5clear slabvert u vert

wu

MPa

L tV V kNH

ω −−= ⋅ = ⋅

The maximum share then along the vertical stud plane is:

N16-400 + 4N24 is equivalent to N20-280 giving capacity of greater than 284kN/m.

Note that the vertical loads beyond the bearing length being considered will transfer vertically direct to the column below and will not be included in the calculation of strut and tie forces. The reaction on the bearing length at the slab level will be

By geometry or calculation we can determine the depth of the tension tie zone at the bottom of the wall and by statics the load in the tension tie. Minimum tension tie reo will require additional checks for crack control:

Allowable bearing at support. [ 12.6 ]

[ 7.2.3 ]

[ 7.2.2 ]

[ 7.4.2 ]

or 842.5kN

The maximum strut stress occurs at edge of the bearing surface. The vertical component of this stress is simply the reaction over the horizontal bearing surface. Resolving this to diagonal stress at the edge gives:

The maximum share then along the vertical stud plane is:

Atie :=

bs :=

RL := wu

• (0.5 • L

supported )

Tu

st • f y

1

1.0 + 0.66 cot2q

A2

A1

vvert := wu

•( 0.5L

clear – tslab )

Hwu

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Finally check the development length of the tension tie reinforcement is adequate. For this wall we will use a standard cog to give half L.sy. with the remainder being the length from the standard cog to the left hand side of the assumed bearing surface.

The individual cells within AFS LOGICWALL® allow horizontal shrinkage and thermal movements in the concrete with the internal studs acting as crack inducers. This allows AFS LOGICWALL to provide crack control without additional reinforcement. The vertical studs can be considered as non fire-rated vertical reinforcement.

For fire-rated reinforced walls to AS3600 11.6.1 use minimum vertical reinforcement ratio (pw) of 0.0015 or the value required by

structural analysis.

Due to the presence of the steel studs in AFS LOGICWALL® steel congestion should be avoided to facilitate adequate compaction of concrete. As a guide steel ratios in excess of 0.02 in a single layer should not be used unless the amount and disposition of the reinforcement will not prevent the proper placement and compaction of the concrete at splices and at junctions of members.

For walls required that have tensile forces from any load combination AS3600 11.6 Minimum reinforcement shall apply. Examples of such walls are:

� Walls resisting lateral loads� Walls acting as deep beams� Walls with load combinations of bending and compression producing tension stress.� Where reinforced AFS LOGICWALL walls do not require a high degree of crack control for tensile forces we recommend a

minimum reinforcement spacing of 400mm.� Horizontal reinforcement may be reduced to zero for walls supporting vertical loads only where the wall is designed for one way

buckling and the studs act as crack inducers for removing restraint against horizontal shrinkage or thermal movement.

Notes: AS3600 does not recognise the use of plain concrete in wall elements, though some International standards offer guidance in this area. Use of AFS LOGICWALL® walls unreinforced will require reference to other codes such as ACI 318 and BS8110.1 where it can be shown that no tensile forces result from any load combination of bending and compression.

21 2

1 3. 1

2

11, 2.4, : 450 , : (150 24) , : 242

0.529 600

': 1000 25 8 413

0.5 300 .

b b

sy bsy tb b sy

c

available bearing slab b available

sy sy

k k A mm a mm d mm

k k f dL k d L mm

k fL mm l t mm d L mm

L L mm Ok

= = = = ⋅ − =

= ≥ =

= − + − − ⋅ =

− ⋅ =

Using a standard cog then the development length required is:





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Finally check the development length of the tension tie reinforcement is adequate. For this wall we will use a standard cog to give half L.sy. with the remainder being the length from the standard cog to the left hand side of the assumed bearing surface.

The individual cells within AFS LOGICWALL® allow horizontal shrinkage and thermal movements in the concrete with the internal studs acting as crack inducers. This allows AFS LOGICWALL to provide crack control without additional reinforcement. The vertical studs can be considered as non fire-rated vertical reinforcement.

For fire-rated reinforced walls to AS3600 11.6.1 use minimum vertical reinforcement ratio (pw) of 0.0015 or the value required by

structural analysis.

Due to the presence of the steel studs in AFS LOGICWALL® steel congestion should be avoided to facilitate adequate compaction of concrete. As a guide steel ratios in excess of 0.02 in a single layer should not be used unless the amount and disposition of the reinforcement will not prevent the proper placement and compaction of the concrete at splices and at junctions of members.

For walls required that have tensile forces from any load combination AS3600 11.6 Minimum reinforcement shall apply. Examples of such walls are:

� Walls resisting lateral loads� Walls acting as deep beams� Walls with load combinations of bending and compression producing tension stress.� Where reinforced AFS LOGICWALL walls do not require a high degree of crack control for tensile forces we recommend a

minimum reinforcement spacing of 400mm.� Horizontal reinforcement may be reduced to zero for walls supporting vertical loads only where the wall is designed for one way

buckling and the studs act as crack inducers for removing restraint against horizontal shrinkage or thermal movement.

Notes: AS3600 does not recognise the use of plain concrete in wall elements, though some International standards offer guidance in this area. Use of AFS LOGICWALL® walls unreinforced will require reference to other codes such as ACI 318 and BS8110.1 where it can be shown that no tensile forces result from any load combination of bending and compression.

21 2

1 3. 1

2

11, 2.4, : 450 , : (150 24) , : 242

0.529 600

': 1000 25 8 413

0.5 300 .

b b

sy bsy tb b sy

c

available bearing slab b available

sy sy

k k A mm a mm d mm

k k f dL k d L mm

k fL mm l t mm d L mm

L L mm Ok

= = = = ⋅ − =

= ≥ =

= − + − − ⋅ =

− ⋅ =

Using a standard cog then the development length required is:




Finally check the development length of the tension tie reinforcement is adequate with at least 50% extending beyond the node using either straight bar or standard cogs. Welded or mechanical anchorages are not normally used. [ 7.3.3 ]

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For heavy loaded walls where reinforcement content is high, it is critical that reinforcement is detailed carefully to avoid congestion within the wall which creates difficulties when core filling and may result in voids or insufficient concrete compaction.

When detailing reinforcement to be placed in AFS LOGICWALL® the following constraints must be noted.

Reinforcement Spacing In Panels

� For single reinforcement carrier walls (AFS120, 150, 162 & 200) the reinforcement is centrally placed at minimum 200mm centres horizontally.

AS1170.4 Earthquake Actions in Australia

5.2.3 Performance under earthquake deformations states:

Stiff components (such as concrete, masonry, brick, precast concrete walls or panels or stairwells, stairs and ramps) shall be –

(a) considered to be part of the seismic-force-resisting system and designed accordingly;

or

(b) separated from all structural elements such that no interaction takes place as the structure undergoesdeflections due to the earthquake effects determined in accordance with this Standard.

Note: The above provisions are considered to also apply to the use of non-ductile plain concrete members and the designer of un-reinforced AFS LOGICWALL® walls shall consider these in the design. In addition AS3700 provides guidance restricting the use of unreinforced masonry (non-ductile walls) for tall buildings. We would recommend AS3700-2001 Amendment No 3 Table AA3 be considered for AFS LOGICWALL® walls.

AS3700-2001 Amendment No 3 Table AA3 Height Limits for Buildings with Load bearing Unreinforced Masonry (non-ductile) to a maximum height ranging from 10 to 15 metres.

D22 Reinforcement Detailing Constraints

120mm

AFS 120

108mm

70mm

6mm6mm

19mm

50mm30mm

170mm

30mm

200mm

200mm

19mm

Fig D22.1

D21 Earthquake Actions

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Draft v6 29/11/11

Factory installed corner bars as per engineer’s specifications

90º (+-8º)

Horizontal bar lap to engineer’s details

Detail #11

AFS 90º Prefabricated Corner

� For double reinforcement carrier walls, AFS200D and 262D, the reinforcement is located at each face of the wall with concrete cover as shown in figures D22.2 and D22.3.

D22 Reinforcement Detailing Constraints continued

Fig D22.2 - AFS200D Fig D22.3 - AFS262D

Fig D22.8

Corner Reinforcement

Reinforcement in corner panels is factory fitted and consists of the following.

� Single Reinforcement Carrier Walls - a single ‘L’ bar is placed at minimum 200mm centres for horizontal reinforcement only. Refer to structural engineers details / requirements.

200mm

AFS 200D

188mm

115mm

6mm6mm

37mm

50mm30mm

160mm

40mm

200mm

200mm

200mm

37mm

262mm

AFS 262D

250mm

211mm

6mm6mm

19.5mm

50mm

160mm

200mm

200mm

19.5mm

750mm (max)


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Detail #11





Fig D22.8




200mm

AFS 200D

188mm

115mm

6mm6mm

37mm

50mm30mm

160mm

40mm

200mm

200mm

200mm

37mm

262mm

AFS 262D

250mm

211mm

6mm6mm

19.5mm

50mm

160mm

200mm

200mm

19.5mm

750mm (max)

Fig D22.2 - AFS200D

Standard Wall Junctions Fig D22.4

Fig D22.3 - AFS262D

WALLING SOLUTIONS DESIGNER 2012

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Fig. C2.2.B 108 StudAFS 120

Fig. C2.2.C 136 StudAFS 150

Fig. C2.2.D 150 StudAFS162

Fig. C2.2.E 188 StudAFS 200

Fig. C2.2.G 250D StudAFS 262D

Fig. C2.2.F 188D StudAFS 200D

120mm

AFS 120

108mm

70mm

6mm6mm

19mm

50mm30mm

170mm

30mm

200mm

200mm

19mm

148mm

AFS 150

136mm

100mm

6mm6mm

18mm

50mm

30mm

170mm

30mm

200mm

200mm

18mm

200mm

188mm

134mm

6mm6mm

33mm

50mm

166mm

200mm

200mm

200mm

33mm

162mm

AFS 162

150mm

100mm

6mm6mm

25mm

50mm30mm

170mm

30mm

200mm

200mm

25mm

262mm

AFS 262D

250mm

211mm

6mm6mm

19.5mm

50mm

160mm

200mm

200mm

19.5mm

47.1% 52.3%

C2.2 Steel Stud Spacing continued

CONCRETE CONTACT AREA

CONCRETE CONTACT AREA 47.2%


50.0%CONCRETE CONTACT AREA 49.5%


200mm

AFS 200D

188mm

115mm

6mm6mm

37mm

50mm30mm

160mm

40mm

200mm

200mm

200mm

37mm

50.0%CONCRETE CONTACT AREA

200mm

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AFS LOGICWALL

Fig D22.10

Fig D22.9

�

750mm (max)

750mm (max)

Double Reinforcement Carriers - two ‘U’ bars are lapped in the corner panel at minimum 200mm centres, as shown in figure 22.9. Alternatively three ‘L’ bars can be installed, one being lapped from the inside bar to the outside bar as shown as shown in D22.10. Refer to structural engineers details / requirements.

Standard Wall Junctions Fig D22.5

Special Wall Junctions (when specified by an engineer) Fig D22.6

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Fig D22.8




200mm

AFS 200D

188mm

115mm

6mm6mm

37mm

50mm30mm

160mm

40mm

200mm

200mm

200mm

37mm

262mm

AFS 262D

250mm

211mm

6mm6mm

19.5mm

50mm

160mm

200mm

200mm

19.5mm

750mm (max)


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Detail #11





Fig D22.8




200mm

AFS 200D

188mm

115mm

6mm6mm

37mm

50mm30mm

160mm

40mm

200mm

200mm

200mm

37mm

262mm

AFS 262D

250mm

211mm

6mm6mm

19.5mm

50mm

160mm

200mm

200mm

19.5mm

750mm (max)

Wall Junctions Fig D22.7

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AFS LOGICWALL

Fig D22.10

Fig D22.9

�

750mm (max)

750mm (max)

Double Reinforcement Carriers - two ‘U’ bars are lapped in the corner panel at minimum 200mm centres, as shown in figure 22.9. Alternatively three ‘L’ bars can be installed, one being lapped from the inside bar to the outside bar as shown as shown in D22.10. Refer to structural engineers details / requirements.

Horizontal wall reinforcement is not to project into corner

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The structural concrete wall effectively has control joints at each stud so no additional crack control joints are necessary. Full depth "movement joints" may be required depending on the geometry of the structure and other considerations such as thermal loads, exposure and buiIding joints. In generaI "movement joints" would not be required for walls less than 16m long. Structural movement joints will be placed in locations nominated by the structural engineer and must be documented on structural drawings. These will be installed at construction stage by the AFS LOGICWALL® installation contractor. The following method is recommended:

D23 Movement Joints

Draft v6 29/11/11

Detail #16

Structural Movement Joint

AFS LOGICWALL AFS LOGICWALL Prefabricated AFS endcap stud site installed by AFS LOGICWALLinstallation contractor.

Backing strip and fire rated sealant.

Fig D23.1

Fig D22.11

Note: Can be dowel jointed if required structurally. Must be clearly specified and negotiated with installers at time of tender. Installed where nominated by project engineer. Must be clearly documented on drawings. Typically not required in walls less than 16m in length.


Ligatures

� When detailing ligatures within the AFS LOGICWALL® panels care must be taken to ensure the ligatures fit within the parameters governed by the holes in the steel stud framework. See example below - Fig. D22.11 for AFS 262D.

Steel Ligature

Variable Length

180mm262mm

AFS LOGICWALL Steel Stud Members

Fibre Cement Sheet

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D24 Sheet Surface Joints

D25 Wall Bracing

D26 Structural Detailing

Sheet surface joints are 6mm deep, (i.e. the full depth of the fibre cement sheeting) to accommodate expansion in the fibre cement sheet. These are placed at max 6.0 m centres at finishing stage, i.e. after wall is concrete filled at time of setting the vertical recessed joints. Locations of sheet surface joints should be nominated by the architect, as they can often be concealed behind glazing sections or cupboards. The following method is recommended:

During construction AFS LOGICWALL® panels shall remain braced until the floor over is constructed. Typical spacing for panel braces is 1100mm which is every panel joint, bracing charts are available upon request. Apply standard bracing details for temporary construction wind loadings up to Terrain Category 2 for 3000mm high walls placed on floors up to 50m above ground level. The nominated Project Engineer is to design and detail any additional braces required for non-standard application.

Further details on bracing are in Section K ‘Installation’ of this manual.

Care must be taken when detailing AFS LOGICWALL® to avoid installation problems on site. Points to note are:

� Location and detailing of starter bars.� Cast in starter bars or drilled in dowels with limited anchorage.� Location and size of reinforcement to avoid steel congestion and placement difficulties.� Allow for location of services such as conduits and junction boxes within walls. Care is needed to avoid damage to junction

boxes if heavy horizontal reinforcement is used.� Services within walls should be avoided in highly stressed areas or allowed for in the design.� Maximum supplied wall height 4200mm. Heights exceeding 4200mm can be manufactured upon request and will be regarded

as a special order.

Fig D24.1

Draft v6 29/11/11

Joint taped and set in accordance with manufacturer’s specifications.

Cut for expansion joint aftersetting is complete (2-4mm wide through depth of the fibre cement sheet). Fill groove with paintable flexible sealant.

Detail #17

Fibre Cement Sheet Surface Joint

AFS LOGICWALL

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D26 Structural Detailing continued

D27 Core Fill Compaction

The concrete supplier is responsible to provide a mix design that is suitable for filling AFS LOGICWALL®.

The concrete core fill mix must be designed with enhanced flow characteristics. Such concrete is available from Hanson Concrete and most other concrete suppliers.

AFS trial and experience have shown that a concrete mix that is designed such that segregation and blowouts are prevented whilst achieving the required level of compaction will have the following basic characteristics:

� f’c=25 to 50 MPa (to be as specified by the project structural engineer).

� 7-10mm maximum aggregate.� Batched at 80mm slump before admixtures.� Admixtures including plasticiser and flyash are used

to increase the slump to 140 – 160mm. Slump is to be measured and discharged from the truck to AS1379 requirements.

� Pumpable for delivery via a 50mm diameter hose, with continuous flow.

� Pours limited to 1500mm high lift per pass. Allow sufficient time between passes, to allow the concrete of the previous pass to ‘gel’. (Typically 1/

2 hour or longer). Refer Chapter K

Section K6.6 – ‘Concrete Delivery and Placement’ for ‘gel’ test precedure.� Vibrated with a 40mm diameter needle vibrator by placing

the vibrator in the upper 300mm of the wall panel and rattling the steel stud framework and reinforcement bars.

Note: Over vibrating can result in bulges and/or blowouts. Do not touch the fibre cement sheets with the vibrator. Keep vibration to a minimum.

To assist with designing and detailing walls using AFS LOGICWALL®, AFS provide a complete package of standard details, library parts, wall families and 3D model objects in the following BIM and file types.

� Revit� Archicad� DWG� PDF (STD Details)

The concrete mix is critical to the successful outcome of filling AFS LOGICWALL®

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D28 AFS and Natspec

Natspec is a not-for-profit organisation that is owned by the design, build, construct and property industr y through professional associations and government property groups. Natspec’s major service is the comprehensive national specification system endorsed by government and professional bodies.The specification is for all building structures with specialist packages for architects, interior designers, landscape architects, structural, mechanical, hydraulic and electrical engineers and domestic owners.

The foundation of the Natspec specification system is the ‘worksection’. Natspec worksections are selected and customized by the specifier to produce a project specification. In some instances, the specifier can choose between a generic worksection and a branded worksection when compiling the specification.

A Natspec branded worksection is developed by Natspec in conjunction with the manufacturer, known as a Natspec Product Partner. AFS has worked extensively with Natspec to become a product partner and to form the ‘AFS LOGICWALL® In Concrete Combined’ branded worksection.

This AFS LOGICWALL® product specific worksection/specification can be accessed via a link on the AFS website – www.afswall.com.au or by going directly to the Natspec website – www.natspec.com.au and has been formulated so that project designers/specifiers can produce a project specific specification for either:

1. AFS LOGICWALL combined with all concrete works on the project or

2. AFS LOGICWALL component of the project only.

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D Notes

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D Legal Statements

IMPORTANT LEGAL STATEMENTS

Reasonable efforts have been made to ensure the accuracy of this publication; however, any information and data contained herein is subject to change without notice. To ensure the information you are using is correct, AFS recommends you review the latest technical information available on the AFS website www.afswall.com.au, or alternatively call 1300 727 237 to speak to a Technical Representative.

The AFS logo and LOGICWALL® mark are registered trade marks. © 2015 AFS Systems Pty Ltd. No part of this publication may be reproduced in any form or by any means without prior written permission from AFS Systems Pty Ltd. All rights reserved.

DISCLAIMER

1. This technical manual named AFS Designer together with the design tables and associated information related to AFS LOGICWALL® has been prepared by AFS to assist design professionals using AFS LOGICWALL® including without limitation, developers, builders, engineers, architects or quantity surveyors with the design of structural walls.

2. It is the responsibility of the user to ensure that the use of this manual is appropriate and to exercise their own judgment when using this manual.

3. AFS does not accept any responsibility (whether for negligence or otherwise) for any consequence arising from the use or application of this manual.

4. The design and engineering of the structure of any building using AFS LOGICWALL® should only be undertaken by suitability qualified and experienced design professionals, engineers or consultants.

5. The full responsibility for the design, engineering and structural design, and certification of compliance with all relevant Australian Standards, BCA and any other statutory requirements at Local, State and Federal levels rest with the design professional, project engineer or project consultants including but not limited to the design engineer, acoustic consultant, energy efficiency consultant, fire engineer and any of their officers, employees, delegates, partners, agents and service providers of any nature.

6. AFS reserves the right to change the specifications of this manual without notice.

7. Please check with AFS that you have the latest version as the manual may be updated from time to time and certain details may change.

8. This disclaimer applies to the extent permitted by law.

DEFINITIONS

The use of the terms ‘AFS LOGICWALL®’ and ‘AFS LOGICWALL® Walls’ throughout the AFS Designer are as follows;

AFS LOGICWALL®: Refers to AFS LOGICWALL® panels as permanent formwork prior to being installed & corefilled with concrete.

AFS LOGICWALL® Walls: Refers to AFS LOGICWALL® walls installed with concrete corefill incorporated.

IMPORTANT LEGAL INFORMATIONReasonable efforts have been made to ensure the accuracy of this publication; however, any information and data contained herein is subject to change without notice. To ensure the information you are using is correct, AFS recommends you review the latest technical information available on the AFS website www.afswall.com.au, or alternatively call 1300 727 237 to speak to a Technical Representative.

The AFS logo and LOGICWALL® mark are registered trade marks. © 2015 AFS Systems Pty Ltd. No part of this publication may be reproduced in any form or by any means without prior written permission from AFS Systems Pty Ltd. All rights reserved.

Distributed by:

AFS SYSTEMS PTY LTDPO Box 234, Minto NSW 2566110 Airds Road, Minto NSW 2566Phone: 1300 727 237Email: [email protected]: www.afswall.com.au ABN 45 576 072 788

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