Engineering Design Guidelines

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OZM WALL ENGINEERING DESIGN GUIDELINES

Version C1 Issued 05.09.2011

IMPORTANT NOTICE

THE INFORMATION CONTAINED IN THIS DOCUMENT IS INTENDED FOR THE USE OF SUITABLY QUALIFIED AND EXPERIENCED STRUCTURAL ENGINEERS AND BUILDING PROFESSIONALS. THIS INFORMATION IS NOT INTENDED TO REPLACE DESIGN CALCULATIONS OR ANALYSIS NORMALLY ASSOCIATED WITH THE DESIGN AND SPECIFICATION OF BUILDINGS AND THEIR COMPONENTS. ROBERT BIRD GROUP AND OZWALL PTY LTD ACCEPT NO LIABILITY FOR ANY CIRCUMSTANCES ARISING FROM THE FAILURE OF A SPECIFIER TO ADHERE TO THE REQUIREMENTS OF THE APPROPRIATE STANDARDS AND CODES OF PRACTICE, AND BUILDING CODES.

A QUALIFIED PROFESSIONAL STRUCTURAL ENGINEER IS REQUIRED TO CERTIFY THE PROJECT-SPECIFIC APPLICATION OF THESE DESIGN GUIDELINES AS THEY APPLY TO THE USE OF OZM WALL PANELS AS A LOAD-BEARING STRUCTURAL ELEMENT.

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CONTENTS

1.0 HOW TO USE THESE GUIDELINES Page 3

2.0 INTRODUCTION TO OZM WALL Page 4

2.1 What are OZM Wall panels? Page 4 2.2 Product Dimensions Page 4 2.3 Concrete Filling of OZM Wall panels Page 4 2.4 Reinforcing OZM Wall panels Page 5 2.5 OZM Walls subjected to Earthquake Loads Page 5 2.5 Fire Resistance Period of OZM Walls Page 5

3.0 STRUCTURAL CAPACITY CHARTS Page 6

3.1 OZM168 Axial Load Capacity Page 6

Flexural Capacity Page 8 In-plane Shear Capacity Page 8





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1.0 HOW TO USE THESE GUIDELINES

The OZM Wall Engineering Design Guidelines addresses the approach to structural capacity for the OZM Wall system, when the system is used as lost formwork.

The guidelines are not intended as a stand alone code of practice and should be read and interpreted in conjunction with the relevant Australian Standards and Building codes including but not limited to:

AS 1170.0 2002 Wind Loads AS 3600 2009 Concrete Structures BCA 2011 Building Code of Australia

Limitations

Application of these guidelines is limited to

- walls constructed in accordance with the requirements of AS3600 and AS3610

- vertical walls restrained top and bottom (not cantilevered)

- structural capacities of the completed wall as a load-bearing concrete wall element

This guide does not address the performance of OZM Wall panels as a formwork system during construction.

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2.0 INTRODUCTION TO OZM WALL

2.1 What are OZM Wall panels?

OZM Wall panels are a lost formwork system, that can be reinforced and concrete-filled to create a load-bearing reinforced concrete wall system that can meet the requirements of Australian Standards and the Building Code of Australia.

When used as a lost formwork system only, OZM Wall panels effectively create a reinforced concrete wall that can be designed with limitations as described below as a wall to AS3600.

OZM panels are made from a composite fibre cement board with a high strength-to-weight ratio. There are no metal components in an OZM panel.

2.2 Product Dimensions

OZM Wall panels are manufactured to the dimensions shown below.

Currently the maximum sheet size is 3000mm long. Contact Ozwall at www.ozwall.com.au for information on the supply of longer panels.

2.3 Concrete Filling of OZM panels

OZM Wall panels can be filled with concrete in a similar manner to conventionally formed reinforced concrete walls. Placement of concrete should occur consistent with the requirements of AS3600 and AS3610, and the project structural engineer should issue project-specific specifications for the placement of concrete into OZM Wall panels on this basis.

It is recommended that for OZM168 panels, a mix design adopting a maximum aggregate size of 10mm should be considered, to assist in achieving a high quality of compaction and ease of filling.

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2.4 Reinforcing OZM Wall panels

Both horizontal and vertical reinforcement can be provided in OZM Wall panels, similar to a conventionally-formed reinforced concrete wall detailed in accordance with AS3600. Typically reinforcement spacing should be specified at multiples of 300mm both vertically and horizontally, to coordinate with the dimensional set-out of the vertical web openings within the OZM Wall panel.

Horizontal Reinforcement for Restraint/Shrinkage Cracking

OZM Walls with control joints at maximum 8 metre centres can be considered unrestrained for the purposes of crack control reinforcement design. Crack control performance equivalent to providing minimum reinforcement to AS3600 Clause 11.7.1 is provided by the OZM Wall lost formwork shell, and hence horizontal reinforcement is not required for crack control if the wall is unrestrained.

If walls are considered restrained by the definitions of AS3600, then horizontal reinforcement in accordance with AS3600 Clause 11.7.2 should be provided by the design engineer.

2.5 OZM Walls Subjected to Earthquake Loads

Without reinforcement, OZM Walls should be considered as unreinforced concrete, or masonry elements, and should be assessed and detailed as a part of the overall structural load-resisting system in accordance with AS1170.4 (2007). Generally, this will mean that unreinforced OZM Walls should not be utilised in structures with an effective height of greater than 15 metres.

If reinforced horizontally and vertically, OZM Walls can be considered as limited ductile reinforced concrete shear walls in accordance with the definitions within AS1170.4 (2007), and should be assessed and detailed appropriately as a part of the overall structural load-resisting system.

2.6 Fire Resistance Period of OZM Walls

The fire resistance period of OZM Walls can be calculated in accordance with AS3600 Section 5.7. When considering minimum effective thickness of walls, the full thickness of the OZM wall section can be considered.

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3.0 STRUCTURAL CAPACITY CHARTS

The following charts present structural design capacities for each Ozwall OZM Wall series, being

- OZM168

- OZM200

- OZM218

The following structural capacities are provided in this guide

- AXIAL LOAD CAPACITY

Load capacities are presented based on standard eccentricities for continuous or discontinuous floors, with wall capacities presented for various effective heights of walls in accordance with AS3600 Section 11.

- FLEXURAL CAPACITY

If the wall is subject to significant axial compression force, i.e greater than 0.03 fc or 2.0 MPa, the engineer should

- Determine the maximum moment on the wall from the horizontal load - Convert the moment to an additional equivalent vertical load eccentricity - Determine the reduced axial capacity of the wall under the additional vertical load eccentricity

If there are no significant vertical loads applied to the wall, a maximum ultimate uniformly distributed horizontal load can be applied in accordance with the values given in the tables.

- IN-PLANE HORIZONTAL SHEAR CAPACITY

In-plane horizontal shear capacities are calculated in accordance with AS3600, and are presented based on a minimum amount of reinforcement to be provided in both horizontal and vertical directions.

Capacities are only provided for walls where Hw/Lw is less than 1.0.

Control joints in walls should be carefully considered in the design, as these create in-plane shear discontinuity in the walls, which needs to be considered when assessing the ration of Hw/Lw in accordance with AS3600.

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3.1 OZM168

AXIAL COMPRESSION CAPACITY

Values below are the maximum ultimate compression capacity, in kN/m

H.wu (mm) 25 32 40 25 32 404500 622 796 995 427 546 6834200 691 885 1106 496 635 7933900 756 967 1209 560 717 8963600 815 1043 1304 620 793 9923300 870 1114 1392 675 864 10803000 920 1178 1472 725 928 11602700 965 1236 1545 770 986 12322400 1006 1288 1609 811 1038 12972100 1042 1333 1667 846 1083 13541800 1073 1373 1716 877 1123 1404

OZM 168f'c (Mpa)

Continuous Floor e=0.050t.wK = 1.00 Discontinuous Floor e=0.167t.wf'c (Mpa)

NOTE: Provide N12-900 vertical starter bars 800mm long overall, placed central in the wall

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3.1 OZM168



H.wu (mm) 25 32 40 25 32 404500 857 1097 1371 661 847 10584200 896 1146 1433 700 896 11213900 932 1193 1491 737 943 11783600 965 1236 1545 770 986 12323300 996 1275 1594 801 1025 12813000 1024 1311 1639 829 1061 13272700 1050 1344 1680 855 1094 13672400 1073 1373 1716 877 1123 14042100 1093 1399 1748 898 1149 14361800 1110 1421 1776 915 1171 1464

OZM 168K = 0.75 Continuous Floor e=0.050t.w Discontinuous Floor e=0.167t.w

f'c (Mpa) f'c (Mpa)

NOTE: To achieve fixity, provide N12-600 vertical starter bars 1000mm long overall, placed central in the wall

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3.1 OZM168

FLEXURAL CAPACITY

Values below are the maximum ultimate uniformly distributed horizontal load, in kPa.

Vertical reinforcement as noted in the table is continuous vertical reinforcement placed centrally, and should be lapped as required in accordance with AS3600.

H.wu (mm) 900 600 3004500 1.30 1.96 3.914200 1.50 2.24 4.493900 1.74 2.60 5.213600 2.04 3.06 6.113300 2.42 3.64 7.273000 2.93 4.40 8.802700 3.62 5.43 10.862400 4.58 6.88 13.752100 5.99 8.98 17.961800 8.15 12.22 24.44

168N12 Vertical reinforcement spacing (mm)

OZM

IN-PLANE HORIZONTAL SHEAR CAPACITY

Values below are the maximum ultimate horizontal in-plane shear capacity in kN/m length of wall.

Reinforcement as noted in the table is continuous reinforcement placed centrally, and should be lapped as required in accordance with AS3600.

25 32 40N12-900 49 52 54N12-600 65 67 70N12-300 111 113 116N16-300 186 188 191N20-300 277 280 282

168Hw/Lw < 1.0 (ultimate in-plane shear capacity in kN/m)

f'c (Mpa)

OZMLesser of horz reo

and vert reo

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3.2 OZM200



H.wu (mm) 25 32 40 25 32 404500 965 1236 1545 733 938 11734200 1022 1309 1636 790 1011 12643900 1075 1377 1721 843 1079 13493600 1125 1439 1799 892 1142 14273300 1170 1497 1872 937 1200 15003000 1211 1550 1938 979 1253 15662700 1248 1598 1997 1016 1300 16252400 1282 1641 2051 1049 1343 16792100 1311 1678 2098 1079 1381 17261800 1337 1711 2139 1104 1414 1767

K = 1.00 Continuous Floor e=0.050t.w Discontinuous Floor e=0.167t.wf'c (Mpa) f'c (Mpa)

OZM 200


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3.2 OZM200



H.wu (mm) 25 32 40 25 32 404500 1159 1483 1854 926 1186 14824200 1191 1524 1905 958 1227 15333900 1221 1563 1953 988 1265 15813600 1248 1598 1997 1016 1300 16253300 1274 1631 2038 1041 1333 16663000 1297 1660 2075 1065 1363 17032700 1318 1687 2109 1086 1390 17372400 1337 1711 2139 1104 1414 17672100 1353 1732 2165 1121 1435 17931800 1368 1751 2188 1135 1453 1816

f'c (Mpa) f'c (Mpa)

OZM 200K = 0.75 Continuous Floor e=0.050t.w Discontinuous Floor e=0.167t.w


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3.2 OZM200

FLEXURAL CAPACITY



H.wu (mm) 900 600 3004500 1.58 2.37 4.754200 1.82 2.72 5.453900 2.11 3.16 6.323600 2.47 3.71 7.413300 2.94 4.41 8.823000 3.56 5.34 10.682700 4.39 6.59 13.182400 5.56 8.34 16.682100 7.26 10.90 21.791800 9.89 14.83 29.66

OZM 200N12 Vertical reinforcement spacing (mm)




25 32 40N12-900 54 57 60N12-600 70 73 76N12-300 116 119 122N16-300 193 196 199N20-300 286 289 292

OZM 200Lesser of horz reo

and vert reo

Hw/Lw < 1.0 (ultimate in-plane shear capacity in kN/m)f'c (Mpa)

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3.3 OZM218



H.wu (mm) 25 32 40 25 32 404500 1145 1466 1832 892 1142 14274200 1197 1532 1915 944 1208 15103900 1245 1594 1993 992 1270 15873600 1290 1651 2064 1037 1327 16593300 1331 1704 2130 1078 1380 17253000 1369 1752 2190 1115 1428 17852700 1403 1796 2245 1149 1471 18392400 1433 1835 2293 1180 1510 18882100 1460 1869 2336 1207 1544 19311800 1483 1899 2373 1230 1574 1968


OZM 218


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3.3 OZM218



H.wu (mm) 25 32 40 25 32 404500 1321 1691 2114 1068 1367 17094200 1351 1729 2161 1097 1404 17553900 1378 1763 2204 1124 1439 17993600 1403 1796 2245 1149 1471 18393300 1426 1825 2282 1173 1501 18763000 1447 1852 2315 1194 1528 19102700 1466 1877 2346 1213 1552 19402400 1483 1899 2373 1230 1574 19682100 1498 1918 2397 1245 1594 19921800 1511 1935 2418 1258 1610 2013


OZM 218


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3.3 OZM200

FLEXURAL CAPACITY



H.wu (mm) 900 600 3004500 1.74 2.61 5.214200 2.00 2.99 5.993900 2.31 3.47 6.943600 2.72 4.07 8.153300 3.23 4.85 9.703000 3.91 5.87 11.732700 4.83 7.24 14.492400 6.11 9.17 18.332100 7.98 11.97 23.951800 10.86 16.30 32.59

OZM 218N12 Vertical reinforcement spacing (mm)




25 32 40N12-900 57 60 63N12-600 72 76 79N12-300 119 123 126N16-300 196 200 203N20-300 291 294 297

OZM 218Lesser of horz reo

and vert reo

Hw/Lw < 1.0 (ultimate in-plane shear capacity in kN/m)f'c (Mpa)

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Engineering Design Guidelines