Libart Retractable Roof

Transcription

1 Libart Retractable Roof Structural Design Guidelines LIBART October 2013 AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 1

2 Document Verification Job Title Job Number Document Title Structural Design Guidelines Document Control Date Document Revision No. Author Reviewer Structural Design Guidelines (Draft Not for Construction) 00 JOS Certification 01 JOS MK Libart amendments 02 JOS MK Update 03 JOS MK Update 04 JOS MK Additions 05 MK BT Approval for Issue Name Signature Date Michael Knight References: AS/NZS Structural Design Actions Part 0 - General Principals AS/NZS Part 1 Permanent Imposed and other Design Actions AS Wind Loads for Housing AS /NZS Aluminium Structures Part 1 Limit State AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 2

3 Contents 1 GENERAL NOTES 4 2 DESIGN LOADS 5 3 STRUCTURAL COMPONENTS USED 6 4 DEFINITIONS 7 Rafter Span 7 Contributing Area (CA) 7 Roof Load Width (RLW) 7 Single Span (SS) 7 Continuous Span 7 Two Span (2S) 7 5 THE DESIGN PROCESS 8 6 EXAMPLE 10 Appendices Appendix A Design Components Used Appendix B Rafter Span Cases Appendix C Building Types Appendix D Wind Classification Appendix E Rafter Design Tables Appendix F Connection Details at Veranda Beam Support Appendix G Typical Connection Details at Building Appendix H Beam Span Tables Appendix I Post Support Table Appendix J Footing Sizing AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 3

4 1 General Notes These engineering design charts have been prepared for System and are intended to be used by an experienced builder or competent home renovator; any uncertainties should be referred to a Professional Builder or Consulting Structural Engineer prior to construction. This guide is designed to be used for System structures only, attached to an existing building at one end and a veranda beam /posts at the other end. This guide does not apply to - Shade structures with post heights that exceed 3 metres. Shade structures attached to structures with known structural defects. Any application of this product outside this design guide should be referred to Libart Enclosure Systems or a Consulting Structural Engineer should be engaged. This product has been tested and designed for the application and construction methods within this design guide only. Any other use of the product will not be covered by this guide and the service of a Consulting Structural Engineer should be sourced. The construction methods shown in this guide are to be followed to ensure that the required capacity of all members and connections is achieved. To avoid galvanic corrosion, aluminium should not be in direct contact with other metals unless it is protected. The aluminium posts and beams as supplied are protected with a paint, however care should be taken to ensure that the protective paint is not damaged or removed. Only 300 series stainless steel screws, rivets and bolts should be used. Please note this is not because of exposure to the elements, it is to avoid galvanic corrosion, and therefore stainless steel fixings should also be used under the eaves. It is assumed that the existing structure is in a sound condition. There is no brickwork cracked or in an unstable state. None of the brick ties are rusted out or missing. The timber framed structure is adequately braced and in good condition. There is no existing or previous termite damage or any other reason to believe that the frames may be less than adequate. It is the builder s responsibility to ensure that the rafters/trusses can safely carry the loads applied to them from the new structure. If there are any defects found in the existing structure before or during construction then please refer to a Consulting Structural Engineer. Limitations This Manual does not cover the design of the panel material used in the roof or the suitability of the existing structure. We recommend suitable system, compliant to BCA be adopted; or a Structural Engineer be engaged. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 4

5 2 Design Loads Dead, live and wind loads have been considered in these design tables. Dead loads include the roof weight as well as the beam self-weight. For an explanation of the roof weights used, refer to step 2 in the section following titled The design process. Live loads have been taken to be either 0.25kPa or a point load of 1.4kN for strength calculations, or a 0.8kN point load for serviceability calculations. The method for determining wind classifications has been based on AS Wind Loads for Housing. The pressure coefficients, Cp, have been taken from Appendix D of AS/NZS Structural Design Actions Part 2: Wind Actions. The Aluminium sections have been assessed in accordance with AS AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 5

6 3 Structural Components Used The structural components used are fabricated from aluminium alloy, architecturally finished and painted. The alloy used for the rafters and fixings is 6061-T6 and this is reflected in the design tables. Any supporting members outside this guide are to be: 1. Designed to comply with AS1684 Residential Timber Framing Manual or 2. Other suitably designed support systems that comply with the Building Code of Australia (BCA). Drawings of the major components are included in Appendix A. If fixing to existing footings these are to be assessed by a suitably qualified building practitioner. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 6

7 4 Definitions Rafter Span The Libart rafter span is taken as the distance between the where it connects to the existing building at one end and the veranda support beam/roof beam at the other end. For examples of roof load width and rafter load width, refer to Appendix B. Rafter load width has been used in the roof beam design tables, while contributory area has been referred to in the design of the footings and connection details. Contributing Area (CA) Area of roof contributing to member s design load, defined in m². Refer to Appendix B for examples. Roof Load Width (RLW) Width of roof that a supporting element is considered to support, defined in m. Refer to Appendix B for examples. Single Span (SS) Beam supported each end only. Refer to Appendix C for examples. Continuous Span Beam with intermediate column support, where the beam continues over the top of the post. Refer to Appendix C for examples. Two Span (2S) A continuous beam of two spans with one supporting post. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 7

8 5 The Design Process The design process should be performed in the following order 1. Select your building type. All types refer to flat roof (or monoslope) structures with Rafters as indicated. Refer to Appendix C. Choose the type of building that best describes your situation based on the number of open sides. Choices are open 1 side, 2 sides or 3 sides. The existing building must be at least 2.4 metres above finished ground level. The new structure is to have a maximum height of 3.0 metres. Building type 1 and 2 are fully braced by the residence. Building types 3 requires some bracing resistance to prevent them swaying under horizontal wind loads. This is a separate design and needs to be undertaken by a Structural Engineering Consultant. 2. Select your roof type. For this manual the roofing material is either: a) Sunlite polycarbonate roof panel, with a weight of 2.7kg/m 2 3.0kg/m 2 or, b) Double glazing roof to relevant Australian Standards with a maximum roof weight of 43kg/m² If alternative materials are adopted, the weight of the roof material needs to verified to ensure it is within these limits. Other additional permanent loads will need to be considered on a case by case basis. Support of some evenly distributed loads may be acceptable. If the weight of the additional object has a concentrated mass exceeds 80kg then refer to a consulting Structural Engineer. 3. Select the appropriate wind classification (N1 to N6 if in a non-cyclonic region or C1 to C4 if in a cyclonic region). Six classifications are used in this design guide. They are N1, N2, N3 / C1, N4 / C2, N5 / C3, and N6 / C4. The cyclonic classifications have been grouped with the non-cyclonic classifications due to there being no difference in wind pressures for open structures. To determine your classification, refer to Appendix D. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 8

9 4. Confirm the maximum allowable span for the derived wind loading. These tables are at Appendix E, H, I and J, and are sorted by the wind classification. The tables cover rafters, beams, posts and foundations. The values tabulated are the maximum allowable span (m). The rafter spacing may be governed by the roof material you select. Check with the roof cladding manufacturer to ensure the roof cladding can span the rafter spacing. The tables have been produced assuming the Libart rafter laterally supported against twisting (torsion). This is generally achieved by having the end rafters attached to the sides of a roof beam or the adjacent building structure. The rafter span tables assume the rafter is laterally supported only at the ends of the rafter span. Rafters sized according to the rafter design tables do not require strapping. Refer to Appendix C for examples of the building types and definitions of RLW, CA, single and continuous spans. 5. Design the connections between the components. Examples of connections which will need to be designed are: The connection to the existing building Rafter to veranda beam connection Connection design is conservatively based on the weakest grade of aluminium being used. This grade is 6063-T6. The method to design the connections is as follows a) Firstly, calculate the contributory area (CA) to the connection (m 2 ). b) Next, obtain the greater of the uplift design pressure and the downward design pressure based on your wind classification from the table Design pressures for footing and tie down calculations (kpa) in Appendix G. For post to footing calculations, where tie down is critical, use the up design pressure. c) Multiply the CA by the pressure obtained at step b) to calculate a force (kn). d) Use the Connection resistance table in Appendix G to determine the capacity of each bolt, DynaBolt or screw desired to be used in the connection. Be sure to use the correct load direction on the connector. This could be either tension or shear. e) Divide the force calculated at c) by the resistance at d) to obtain the number of connectors required. Always round up the value calculated to the next integer. For example if c) / d) = 3.2 then use 4 connectors. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 9

10 6 Example New Libart retractable roof structure 6.0m long by 4.0m wide. Structure is enclosed on 2 sides by the home. We want to make the shade structure 6m long x 4m wide. Roof panel type is polycarbonate. There are no additional items requiring support from the roof structure. The home is located in suburban Melbourne on the crest of a hill 45m high with an average slope of 1:6. The housing density is greater than 10 houses per hectare. Step 1 Select your building type. (Refer Appendix B) The new structure will be enclosed on 2 sides by the existing residence. So our structure is open on 2 sides, and from Appendix C, our new structure is a Building type 2. Step 2 Select your roof type. (Refer The Design Process ) Our roofing weighs kg/m 2. (= 0.03kPa). Step 3 Select the appropriate wind classification. (Refer Appendix D) We are located in suburban Melbourne with a housing density greater than 10 houses per hectare, and we are located on the crest of a hill 45m high with an average slope of 1:6. First Step; determine the terrain category. We are located in terrain category 3 (TC3) because this is the terrain with numerous closely spaced obstructions having the size of houses. Second Step; determine the wind region. With reference to the map of Australia, Melbourne is located in Region A. Third Step; determine the shielding classification. Assume there are at least 2 rows of houses on all sides of our residence, and then our site has full shielding (FS). Fourth Step determine the topographic classification. We are on a crest of a hill with an average slope of 1:6. Refer to Appendix D Selection of Topographic Class for definitions of the height of a hill, ridge or escarpment; and for the average slope. Our residence is located on the crest and so it is located in the top-third zone of the hill and our hill height of 45m is greater than 30m. Per Table 2.3, and reading our average slope of 1:6, with a top-third zone, H>30m, then our topographic classification is T3. Lastly we determine the wind classification from the above information. Based on wind region A, TC3, T3, and FS we read a wind classification of N2. Use the N2 wind classification in the design guide. Step 4 Enter the roof beam and rafter design tables. (Refer Appendix E) Assume we want the rafters to span the 4m roof dimension and the roof beam to span the 6m roof dimension. The maximum span for our roof sheeting for an N2 wind classification per the roof sheeting manufacturer s recommendations is 1.3m. Then from the N2 LIBART Rafter Span Tables for the Sunlite polycarbonate roof material, and for 1200mm rafter spacing, the maximum rafter span is 4.6m edge and 4.6m inner.. This exceeds our required rafter span of 4m therefore the rafters are ok. The final design is Libart rafters at 1.3m centres, spanning 4.0m, in the same plane as the roof beam. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 10

11 Step 5 Design the connections. (Refer Appendix F and The Design Process ) A full design here would involve designing the rafter to roof beam connection, roof beam to post connection, post to footing connection, and roof beam to existing residence connection. The design process for each connection is similar. Here we will only consider the rafter to roof beam connection. The design is as follows Calculate the contributory area (CA) to the connection. This is the roof area the connection will support. It will be half the rafter span times the rafter centres. So CA = 4.0/2 x 1.3 = 2.60m 2. Obtain the greater of the up design pressure and the down design pressure from the Design pressures for footing and tie-down calculations (kpa) in Appendix F. For wind classification N2, the greater value is 0.718kPa and is for the up direction. Calculate a force to the connection. Force = 2.60 x = 1.87kN. Calculate the capacity of 1 screw in shear. Use the Connection resistance table in Appendix G. Assume we are going to use #10 SS self-tapping screws, then the working shear capacity per screw is 1.69kN. Calculate the number of screws required = 1.87/1.69 = 2 screws. Note a minimum of 2 screws should go from the rafter fixing plate into the into the roof beam at each rafter. Repeat this process for the other connections. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 11

12 Appendix A Design Components Used AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 12

13 LIBART RAFTER FOR POLYCARBONATE ROOFING AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 13

14 RAFTER FIXING BRACKET FOR POLYCARBONATE ROOFING AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 14

15 LIBART RAFTER FOR GLASS ROOFING AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 15

16 LIBART RAFTER FOR GLASS ROOFING AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 16

17 LIBART RAFTER FOR GLASS ROOFING AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 17

18 LIBART RAFTER FIXING DETAILS AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 18

19 Appendix B Rafter Span Cases AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 19

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22 Appendix C Building Types AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 22

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26 Appendix D Wind Classification AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 26

27 The following guide is a five (5) step process to assist in determining site classification. Should a classification not be covered by this chart (an NA result), the site should be reclassified by a Consulting Structural Engineer. The definitions and tables which follow have been extracted from AS Wind loads for housing. Step 1 - Determine the Terrain category (TC) for the building site. Step 2 - Define the wind region as indicated on the map. The wind region may be either A, B, C or D. Step 3 - Define the shielding classification (FS, PS, NS) for an area within a 100m radius of the dwelling. - Define the topographic classification (T1, T2, T3, T4, T5). Step 4 Step 5 - Select the wind classification based on results from Steps 1 to 4 (N1, N2, N3, N4, N5, N6, C1, C2, C3, C4, NA). For NA, please seek the advice of a Consulting Structural Engineer. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 27

28 SELECTION OF TERRAIN CATEGORY The terrain category for a housing site is a measure of the lowest effective surface roughness from any radial direction within a distance of 500m of the proposed housing site. It shall be based on the likely terrain five years hence. The terrain category for a housing site shall be identified by the notation TC1, TC2, TC2.5 or TC3 and shall be determined as follows: (a) Terrain Category 1 (TC1) Exposed open terrain with few or no obstructions. This condition exists only for isolated houses in flat, treeless, poorly grassed plains of at least 10km width. This category is applicable for water surfaces for serviceability design. (b) Terrain Category 2 (TC2) Open terrain including sea coast areas, airfields, grassland with few wellscattered obstructions, such as isolated trees and uncut grass, having heights from 1.5m to 10.0m. (c) Terrain Category 2.5 (TC2.5) Terrain with a few trees, isolated obstructions, such as agricultural land, cane fields or long grass, up to 600mm high. This category is intermediate between TC2 and TC3 and represents the terrain in developing outer urban areas. (d) Terrain Category 3 (TC3) Terrain with numerous closely spaced obstructions having the size of houses. The minimum density of houses and trees, except for regions C and D, shall be the equivalent of 10 house-size obstructions per hectare. Substantial well-established trees shall be considered as obstructions except in regions C and D where a maximum of TC2.5 applies for the equivalent of 10 house-size obstructions per hectare. In urban situations, roads, rivers or canals less than 200m wide shall be considered to form part of the normal Terrain Category 3 terrain. Parks and other open spaces less than 250,000m² in area shall also be considered to form part of normal Terrain Category 3 country. Housing sites less than 200m from the boundaries of open areas larger than these, e.g. golf courses that are completely surrounded by urban terrain shall be considered to have the terrain category applicable to the open area itself. Shielding provisions may still apply to these sites. Housing sites less than 500m from the edge of a development shall be classified as the applicable terrain that adjoins the development, i.e. TC1, TC2, TC2.5 or TC3, as applicable. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 28

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30 SELECTION OF SHIELDING CLASS Where the wind speed on a house is influenced by obstructions of similar size to the house, shielding shall be considered and shall be based on the likely shielding five years hence. The shielding class for a housing site shall be identified by the notation FS, PS or NS, and shall be determined as follows: (a) Full shielding (FS) Full shielding shall apply where at least two rows of houses or similar size permanent obstructions surround the house being considered. In wind regions A and B, heavily wooded areas provide full shielding. The application of full shielding shall be appropriate for typical suburban development greater than or equal to 10 houses, or similar size obstructions per hectare. The effects of roads or other open areas with a distance measured in any direction of less than 100m shall be ignored. However, the first two rows of houses abutting permanent open areas with at least a dimension greater than 100m, such as parklands, large expanses of water and airfields, shall be considered to have partial shielding or no shielding. (b) Partial shielding (PS) Partial shielding shall apply to intermediate situations where there are at least 2.5 houses, trees or sheds per hectare, such as acreage type suburban development or wooded parkland. In wind regions C and D, heavily wooded areas shall be considered to have partial shielding. (c) No shielding (NS) No shielding shall apply where there are no permanent obstructions or where there are less than 2.5 obstructions per hectare, such as the first two rows of houses or single houses abutting open parklands, open water or airfields. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 30

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32 SELECTION OF TOPOGRAPHIC CLASS The topographic class determines the effect of wind on a house because of its location on a hill, ridge or escarpment and the height and average slope of the hill, ridge or escarpment. The topographic class for a housing site shall be identified by the notation T1, T2, T3, T4 or T5 and shall be determined from Table 2.3 and Figure 2.2. Building sites where topography is not an issue are considered to be class T1. Note: 1. The method defined in Table 2.3 and Figure 2.2 is suitable for the purpose of either mapping the wind classes of an area or assessing the wind class of an individual site. The bottom of a hill, ridge or escarpment shall be that area at the base of the hill, ridge or escarpment where the average slope is less than 1 in 20, e.g. creek, river valley or flat area. The average slope of a hill, ridge or escarpment (Øa) shall be the slope measured by averaging the steepest slope and the least slope through the top half of the hill, ridge or escarpment. Contour plans available from mapping outlets or possibly the local council may be handy for calculating the average slope. Note: 1. Often the average slope will not occur at the actual proposed housing site and should be appraised by considering the adjacent topography. The top-third zone (T) extends for an equal distance (d) either side of the crest of an escarpment as shown in Figure 2.2. The value of d is the average horizontal distance measured from the crest of the escarpment to the near top-third zone. A rise in terrain shall be considered an escarpment where one average slope is less than 1 in 20 and the other average slope is greater than 1 in 10. The over-top zone (O) of an escarpment shall be taken to extend to a distance of 4H past the crest of an escarpment. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 32

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35 Appendix E Rafter Design Tables AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 35

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37 Table E1: LIBART RAFTER SPAN TABLE - POLYCARBONATE ROOFING MATERIAL WIND CLASSIFICATION Rafter Spacing (mm) Edge Inner Edge Inner Edge Inner Edge Inner N N N3 / C N4 / C N5 / C N6 / C NOTES: 1. Tabulated Values are maximum rafter span in (mm) 2. Alloy = 6061-T6 3. Product Code: RSP Support of rafter beams is at each end AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 37

38 Table E2: LIBART RAFTER SPAN TABLE - GLASS ROOF WIND CLASSIFICATION Rafter Spacing (mm) Edge Inner Edge Inner Edge Inner Edge Inner N N N3 / C N4 / C N5 / C N6 / C NOTES: 1. Tabulated Values are maximum rafter span in (mm) 2. Alloy = 6061-T6 3. Product Code: RRG / Support of rafter beams is to be provided at underside of fixed glass section at 1/3 span. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 38

39 Appendix F Connection Details at Veranda Beam Support AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 39

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41 Table F1 Design pressures for connection and tie down calculations (kpa). Direction Wind classification of load N1 N2 N3/C1 N4/C2 N5/C3 N6/C4 up down Table F2 Connection resistance Alloy = T6 Min. Working Working Ramset effective tension shear Connecting device "DynaBolt" depth capacity capacity part number (mm) (kn) (kn) #10 SS self tapping screw #14 SS self tapping screw M12 SS bolt M16 SS bolt M20 SS bolt M10 SS DynaBolt to concrete DP10075SS M12 SS DynaBolt to concrete DP12070SS M10 SS DynaBolt to brick DP10060HSS M12 SS DynaBolt to brick DP12075HSS M10 SS DynaBolt to block DP10060HSS M12 SS DynaBolt to block DP12075HSS Notes. 1. Tension Load ; - Load acts Parallel or along the bolt direction. 2. Shear Load ; - Load acts perpendicular or at right angles to bolt. Concrete strength assumed to be 20MPa. 3. Brick assumed to be 10 hole brick. Block assumed to be hollow block. 5. Ramset "DynaBolts" have been assumed. Refer to anchor manufacturers data for other anchors and for installation information. 6. All connectors including washers to be fabricated from 300 Series stainless steel. 7. Washer sizes for bolts - M12-24mm dia x 2.5mm thick SS. M16-30mm dia x 3mm thick SS. M20-37mm dia x 3mm thick SS. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 41

42 Appendix G Typical Connection Details at Building AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 42

43 Fig G1: Rafter to Building Detail AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 43

44 Appendix H Beam Span Tables AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 44

45 Table H1: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER POLYCARBONATE ROOF (3kg/m²) Beam Size 150 x 150 x 3m RHS Wind Classification RLW N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4 SS 2S SS 2S SS 2S SS 2S SS 2S SS 2S NOTES: 1. Tabulated Values are maximum beam span in mm 2. Alloy = 6061-T6 3. RLW Roof Load Width Refer to Appendix C 4. Refer to Appendix C for Single Span and Two Span beam diagrams. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 45

46 Table H2: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER POLYCARBONATE ROOF (3kg/m²) Beam Size 200 x 250 x 3m RHS Wind Classification RLW N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4 SS 2S SS 2S SS 2S SS 2S SS 2S SS 2S NOTES: 1. Tabulated Values are maximum beam span in mm 2. Alloy = 6061-T6 3. RLW Roof Load Width Refer to Appendix C 4. Refer to Appendix C for Single Span and Two Span beam diagrams. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 46

47 Table H3: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER POLYCARBONATE ROOF (3kg/m²) Beam Size 250 x 50 x 3m Wind Classification RLW N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4 SS 2S SS 2S SS 2S SS 2S SS 2S SS 2S NOTES: 1. Tabulated Values are maximum beam span in mm 2. Alloy = 6061-T6 3. RLW Roof Load Width Refer to Appendix C 4. Refer to Appendix C for Single Span and Two Span beam diagrams. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 47

48 Table H4: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER GLASS ROOF (43kg/m²) Beam Size 150 x 150 x 3m RHS Wind Classification RLW N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4 SS 2S SS 2S SS 2S SS 2S SS 2S SS 2S NOTES: 5. Tabulated Values are maximum beam span in mm 6. Alloy = 6061-T6 7. RLW Roof Load Width Refer to Appendix C 8. Refer to Appendix C for Single Span and Two Span beam diagrams. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 48

49 Table H5: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER GLASS ROOF (43kg/m²) Beam Size 200 x 250 x 3m RHS Wind Classification RLW N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4 SS 2S SS 2S SS 2S SS 2S SS 2S SS 2S NOTES: 5. Tabulated Values are maximum beam span in mm 6. Alloy = 6061-T6 7. RLW Roof Load Width Refer to Appendix C 8. Refer to Appendix C for Single Span and Two Span beam diagrams. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 49

50 Table H6: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER GLASS ROOF (43kg/m²) Beam Size 250 x 50 x 3m Wind Classification RLW N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4 SS 2S SS 2S SS 2S SS 2S SS 2S SS 2S NOTES: 5. Tabulated Values are maximum beam span in mm 6. Alloy = 6061-T6 7. RLW Roof Load Width Refer to Appendix C 8. Refer to Appendix C for Single Span and Two Span beam diagrams. AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 50

51 Appendix I Post Support Table AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 51

52 Table I1: MAXIMUM CONTRIBUTING AREA (CA) FOR POSTS SUPPORTING LIBART GLASS ROOF POST SIZE Wind Classification N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4 50 x 50 x 2MM x 90 x 2MM x 100 x 3MM x 125 x 3MM NOTES: 1. Tabulated Values are maximum areas in m² 2. Alloy = 6061-T6 3. CA Contributing Area refer to Appendix C AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 52

53 Appendix J Footing Sizing AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 53

54 Table J1: CONCRETE VOLUME REQUIRED FOR FOOTING WITH GLASS ROOF (m³) WIND CLASS Contributing Area (CA) Refer to Appendix B N N N3 / C N4 / C N5 / C N6 / C Table J2: CONCRETE VOLUME REQUIRED FOR FOOTINGS WITH POLYCARBONATE ROOF (m³) WIND CLASS Contributing Area (CA) Refer to Appendix B N N N3/C N4/C N5/C N6/C AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 1

55 Table J3: MINIMUM FOOTING SIZE FOR 50kPa BEARING CAPACITY Contributing Area (CA) Refer to Appendix B Square Footing L x B x 600mm Deep Bored Pier Footing Diameter x 600mm Deep AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 2

56 Table J4: FOOTING SIZE / VOLUME (m³) Length x Width x Depth Volume (m³) Diameter Depth Volume (m³) = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 1

57 Brisbane 584 Milton Road Cnr. Sylvan Rd Toowong, QLD 4066 PO Box 1492 Toowong BC, QLD 4066 Phone: Fax: Gold Coast Suite 201/ Level 1 1 Short Street PO Box 208 Southport, QLD 4215 Phone: Fax: info@adgce.com Melbourne /218 Dryburgh Street North Melbourne, Vic 3051 Phone: Fax: nfo@adgce.com Gladstone 35 Lord Street Cnr Glenlyon St Gladstone, QLD 4680 Phone: info@adgce.com Perth 51 Forrest Street Subiaco WA 6008 PO Box 443 Subiaco WA 6904 Phone info@adgce.com Darwin Suite 4, Level 1, TEM House 5 Edmunds Street Darwin, NT 0800 GPO Box 2422 Darwin, NT 0801 Phone: Fax: info@adgce.com AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 2