Libart Retractable Roof - Yellow Pages · PDF fileLibart Retractable Roof ... should be referred to a Professional Builder or Consulting Structural Engineer prior to construction

Libart Retractable Roof 14023 S RP001 REV05 21 10 2013.docx

AUSTRALASIA / ASIA / EUROPE / MIDDLE EAST Page 1

Libart Retractable Roof Structural Design Guidelines

LIBART

October 2013



Document Verification

Job Title Libart Retractable Roof

Job Number 14023

Document Title Structural Design Guidelines

Document Control

Date Document Revision No. Author Reviewer

20.12.2012 Structural Design Guidelines (Draft – Not for Construction) 00 JOS

26.04.2013 Certification 01 JOS MK

14.08.2013 Libart amendments 02 JOS MK

16.08.2013 Update 03 JOS MK

16.08.2013 Update 04 JOS MK

21.10.2013 Additions 05 MK BT

Approval for Issue

Name Signature Date

Michael Knight

16.08.2013

References: AS/NZS1170.0 2002 Structural Design Actions Part 0 - General Principals AS/NZS1170.1 2002 Part 1 Permanent Imposed and other Design Actions AS 4055 2006 Wind Loads for Housing AS /NZS 1664.1 1997 Aluminium Structures Part 1 Limit State



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



1 General Notes

These engineering design charts have been prepared for Libart Retractable Roof 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 Libart Retractable Roof 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.



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 “AS4055-2006 Wind Loads for Housing”. The pressure coefficients, Cp, have been taken from Appendix D of “AS/NZS1170.2-2002 Structural Design Actions Part 2: Wind Actions”.

The Aluminium sections have been assessed in accordance with AS1664.1. 1997.



3 Structural Components Used

The structural components used are fabricated from aluminium alloy, architecturally finished and painted. The alloy used for the Libart Retractable Roof 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.



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.



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/m2 – 3.0kg/m2 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.



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 (m2). 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.



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 2.7- 3.0 kg/m2. (= 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.



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 = 2.60m2.

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 0.718 = 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.



Appendix A Design Components Used



LIBART RAFTER FOR POLYCARBONATE ROOFING



RAFTER FIXING BRACKET FOR POLYCARBONATE ROOFING



LIBART RAFTER FOR GLASS ROOFING









LIBART RAFTER FIXING DETAILS



Appendix B Rafter Span Cases







Appendix C Building Types









Appendix D Wind Classification



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 AS4055-2006 Wind loads for housing.

Step 1

Step 5

Step 2

Step 3

Step 4

- Determine the Terrain category (TC) for the building site. - Define the wind region as indicated on the map. The wind region may be either A, B, C or D. - 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).

- 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.



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 well-

scattered 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.





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.





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.







Appendix E Rafter Design Tables





Table E1: LIBART RAFTER SPAN TABLE - POLYCARBONATE ROOFING MATERIAL

WIND CLASSIFICATION

Rafter Spacing (mm)

1800 1500 1200 900

Edge Inner Edge Inner Edge Inner Edge Inner

N1 4600 4600 4600 4600 4600 4600 4600 4600

N2 4600 4600 4600 4600 4600 4600 4600 4600

N3 / C1 4600 4600 4600 4600 4600 4600 4600 4600

N4 / C2 3900 3900 4300 4300 4600 4600 4600 4600

N5 / C3 3200 3200 3500 3500 3950 3950 4550 4550

N6 / C4 2750 2750 3000 3000 3400 3400 3900 3900

NOTES:

1. Tabulated Values are maximum rafter span in (mm)

2. Alloy = 6061-T6

3. Product Code: RSP102

4. Support of rafter beams is at each end



Table E2: LIBART RAFTER SPAN TABLE - GLASS ROOF

WIND CLASSIFICATION

Rafter Spacing (mm)

1800 1500 1200 900

Edge Inner Edge Inner Edge Inner Edge Inner

N1 5050 5050 5200 5200 5700 5700 6200 6200

N2 5050 5050 5200 5200 5700 5700 6200 6200

N3 / C1 4550 5050 4800 5200 5200 5700 5750 6200

N4 / C2 3800 4600 4100 4800 4400 5200 4800 5800

N5 / C3 3300 3900 3500 4100 3800 4400 4100 4900

N6 / C4 2300 3450 3100 3600 3300 3900 3700 4300

NOTES:

1. Tabulated Values are maximum rafter span in (mm)

2. Alloy = 6061-T6

3. Product Code: RRG 506.211 / 506.222

4. Support of rafter beams is to be provided at underside of fixed glass section at 1/3 span.



Appendix F Connection Details at Veranda Beam Support





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 0.505 0.718 1.15 1.736 2.578 3.5 down 0.524 0.648 0.9 1.242 1.733 2.271

Table F2 Connection resistance Alloy = 60613-T6

Min. Working Working

Ramset effective tension shear

Connecting device "DynaBolt" depth capacity capacity part number (mm) (kN) (kN) #10 SS self tapping screw 0.00 1.69 #14 SS self tapping screw

0.00 2.15

M12 SS bolt

18.00 3.44 M16 SS bolt

33.47 4.73

M20 SS bolt

52.27 5.91 M10 SS DynaBolt to concrete DP10075SS 50 5.14 7.27 M12 SS DynaBolt to concrete DP12070SS 60 6.63 11.53 M10 SS DynaBolt to brick DP10060HSS 40 0.87 2.30 M12 SS DynaBolt to brick DP12075HSS 40 0.94 3.10 M10 SS DynaBolt to block DP10060HSS 40 1.00 1.60 M12 SS DynaBolt to block DP12075HSS 40 1.00 2.10 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.



Appendix G Typical Connection Details at Building



Fig G1: Rafter to Building Detail



Appendix H Beam Span Tables



Table H1: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER – POLYCARBONATE ROOF (3kg/m²) Beam Size 150 x 150 x 3m RHS

RLW

Wind Classification

N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4

SS 2S SS 2S SS 2S SS 2S SS 2S SS 2S

1 4400 6000 4400 6000 4400 4800 3500 3900 2900 3100 2600 2700

2 3600 4800 3600 4500 3400 3400 2700 2800 2200 2200 1900 1900

3 3000 4200 3100 3700 2800 2800 2300 2300 1800 1800 1500 1500

4 2800 3800 2800 3200 2500 2500 2000 2000 1600 1600 - -

5 2600 3600 2600 2900 2200 2200 1700 1700 - - - -

6 2500 3300 2500 2700 2000 2000 - - - - - -

7 2400 3000 2400 2400 1900 1900 - - - - - -

8 2200 2500 2200 2300 1700 1700 - - - - - -

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.



Table H2: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER – POLYCARBONATE ROOF (3kg/m²) Beam Size 200 x 250 x 3m RHS

RLW

Wind Classification

N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4


1 7000 8500 7000 8500 7000 8500 7000 8500 5000 6600 4500 5800

2 6000 8500 6000 8400 6000 8000 5000 6000 4000 4900 3500 4000

3 5500 7400 5500 7400 5500 6200 4250 4900 3500 4000 3100 3400

4 5000 6800 5000 6800 5000 5400 3900 4300 3400 3400 2800 2800

5 4750 6300 4700 6300 4500 4800 3600 3800 3000 3000 2600 2600

6 4400 6000 4400 5800 4000 4400 3400 3500 2700 2700 2400 2400

7 4200 5700 4200 5400 4000 4000 3000 3000 2600 2600 2200 2200

8 4000 5400 4000 5000 3700 3700 2800 2800 2200 2200 2000 2000

NOTES:


2. Alloy = 6061-T6





Table H3: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER – POLYCARBONATE ROOF (3kg/m²) Beam Size 250 x 50 x 3m

RLW

Wind Classification

N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4


1 6800 8500 6800 8500 6500 7000 5000 5600 4500 4500 3900 3900

2 5500 7400 5500 6600 5000 5000 4100 4100 3300 3300 2800 2800

3 4900 6500 4900 5500 4200 4200 3300 3300 2700 2700 2300 2300

4 4400 6000 4400 4800 3600 3600 2900 2900 2400 2400 2000 2000

5 4100 5200 4100 4300 3200 3200 2500 2500 2100 2100 1800 1800

6 3900 4800 3900 3900 3000 3000 2400 2400 1900 1900 1600 1600

7 3500 4500 3500 3600 2700 2700 2200 2200 1800 1800 1500 1500

8 3000 4000 3000 3400 2500 2500 2000 2000 1500 1500 1400 1400

NOTES:


2. Alloy = 6061-T6





Table H4: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER – GLASS ROOF (43kg/m²) Beam Size 150 x 150 x 3m RHS

RLW

Wind Classification

N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4


1 3500 4500 3500 4500 3500 4500 3500 3800 3100 3100 2700 2700

2 2800 3700 2750 3700 2800 3700 2800 2800 2200 2200 1900 1900

3 2500 3200 2450 3200 2400 2800 2300 2300 1800 1800 1600 1600

4 2200 2900 2200 2900 2200 2400 2000 2000 1600 1600 - -

5 2000 2700 2000 2700 2000 2200 1750 1750 - - - -

6 1950 2600 1900 2600 1900 2000 1600 1600 - - - -

7 1850 2450 1850 2450 1850 1850 1500 1500 - - - -

8 1750 2350 1750 2350 1750 1750 - - - - - -

NOTES:


6. Alloy = 6061-T6





Table H5: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER – GLASS ROOF (43kg/m²) Beam Size 200 x 250 x 3m RHS

RLW

Wind Classification

N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4


1 6000 8000 6000 8000 6000 8000 6000 8000 6000 6900 5900 5900

2 4900 6600 4900 6600 4900 6600 4900 6000 4800 4900 4100 4100

3 4300 5800 4300 5800 4300 5800 4300 4900 4000 4000 3400 3400

4 3900 5300 3900 5300 3900 5300 3900 4300 3400 3400 2900 2900

5 3700 4950 3700 4950 3700 4800 3700 3800 3000 3000 2500 2500

6 3400 4600 3400 4600 3400 4400 3400 3400 2800 2800 2300 2300

7 3300 4400 3300 4400 3300 4100 3000 3000 2600 2600 2200 2200

8 3100 4200 3100 4200 3100 3800 2500 2500 2400 2400 2000 2000

NOTES:


6. Alloy = 6061-T6





Table H6: MAXIMUM BEAM SPAN FOR SUPPORT OF LIBART RAFTER – GLASS ROOF (43kg/m²) Beam Size 250 x 50 x 3m

RLW

Wind Classification

N1 N2 N3 / C1 N4 / C2 N5 / C3 N6 / C4


1 5400 7200 5400 7200 5400 7000 5400 5600 4600 4600 3900 3900

2 4300 5800 4300 5800 4300 5100 4000 4000 3300 3300 2800 2800

3 3800 5100 3800 5100 3800 4200 3300 3300 2700 2700 2300 2300

4 3400 4600 3400 4400 3400 3600 2900 2900 2400 2400 2000 2000

5 3200 4300 3200 4300 3200 3200 2500 2500 2100 2100 1800 1800

6 3000 4000 3000 3800 3000 3000 2400 2400 1900 1900 1600 1600

7 2800 3800 2800 3600 2800 2800 2200 2200 1800 1800 1500 1500

8 2700 3500 2700 3400 2600 2600 2000 2000 1600 1600 1200 1200

NOTES:


6. Alloy = 6061-T6





Appendix I Post Support Table



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 7 6.5 5.0 3.5 - -

90 x 90 x 2MM 40 35 30 25 20 15

100 x 100 x 3MM 75 75 75 60 50 40

125 x 125 x 3MM 125 125 125 100 100 75

NOTES:

1. Tabulated Values are maximum areas in m²

2. Alloy = 6061-T6

3. CA – Contributing Area refer to Appendix C



Appendix J Footing Sizing



Table J1: CONCRETE VOLUME REQUIRED FOR FOOTING WITH GLASS ROOF (m³)

WIND CLASS

Contributing Area (CA) Refer to Appendix B

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

N1 0.029 0.058 0.087 0.116 0.145 0.174 0.203 0.232 0.261 0.290 0.320 0.349 0.378 0.407 0.436 0.465 0.494 0.523 0.552 0.581

N2 0.046 0.094 0.140 0.187 0.234 0.281 0.328 0.374 0.421 0.468 0.515 0.562 0.608 0.655 0.702 0.749 0.796 0.843 0.890 0.936

N3 / C1 0.082 0.166 0.249 0.331 0.414 0.497 0.580 0.662 0.745 0.828 0.911 0.994 1.076 1.159 1.242 1.325 1.408 1.490 1.573 1.656

N4 / C2 0.131 0.263 0.395 0.527 0.658 0.790 0.921 1.053 1.185 1.316 1.448 1.580 1.711 1.843 1.975 2.106 2.238 2.370 2.501 2.633

N5 / C3 0.202 0.404 0.606 0.807 1.010 1.211 1.413 1.615 1.817 2.019 2.220 2.422 2.624 2.826 3.030 3.230 3.431 3.633 3.835 4.037

N6 / C4 0.279 0.557 0.836 1.115 1.340 1.672 1.950 2.230 2.508 2.786 3.065 3.344 3.622 3.901 4.180 4.458 4.737 5.015 5.294 5.573

Table J2: CONCRETE VOLUME REQUIRED FOR FOOTINGS WITH POLYCARBONATE ROOF (m³)

WIND CLASS


1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

N1 0.042 0.084 0.126 0.169 0.211 0.253 0.295 0.338 0.380 0.422 0.464 0.507 0.550 0.591 0.633 0.675 0.717 0.760 0.802 0.844

N2 0.060 0.120 0.180 0.240 0.300 0.360 0.420 0.480 0.540 0.600 0.660 0.7200 0.780 0.840 0.900 0.960 1.020 1.080 1.140 1.200

N3/C1 0.096 0.192 0.288 0.384 0.480 0.576 0.672 0.768 0.864 0.960 1.056 1.152 1.248 1.344 1.440 1.535 1.631 1.727 1.823 1.920

N4/C2 0.145 0.290 0.434 0.580 0.724 0.869 1.015 1.158 1.303 1.448 1.593 1.738 1.882 2.027 2.172 2.317 2.462 2.606 2.751 2.896

N5/C3 0.215 0.430 0.645 0.860 1.075 1.290 1.505 1.720 1.935 2.150 2.365 2.580 2.795 3.010 3.225 3.440 3.655 3.870 4.085 4.300

N6/C4 0.292 0.584 0.875 1.167 1.460 1.751 2.043 2.335 2.626 2.918 3.210 3.502 3.795 4.085 4.377 4.670 4.960 5.252 5.544 5.836



Table J3: MINIMUM FOOTING SIZE FOR 50kPa BEARING CAPACITY


1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

Square Footing L x B x 600mm Deep 350 350 350 350 350 350 350 350 350 400 400 450 450 450 500 500 500 500 550 550

Bored Pier Footing Diameter x 600mm Deep 300 300 300 300 300 350 350 400 400 450 450 500 500 500 550 550 550 600 600 600



Table J4: FOOTING SIZE / VOLUME (m³) Length x Width x Depth Volume (m³) Diameter Depth Volume (m³)

350 350 600 = 0.073 0.3 0.6 = 0.042

350 350 800 = 0.098 0.3 0.8 = 0.056

0.3 1 = 0.070

400 400 600 = 0.096 0.3 1.2 = 0.084

400 400 800 = 0.128 0.3 1.5 = 0.106

450 450 600 = 0.121 0.4 0.6 = 0.075

450 450 800 = 0.162 0.4 0.8 = 0.100

500 500 600 = 0.150 0.4 1.2 = 0.150

500 500 800 = 0.200 0.4 1.5 = 0.188

600 600 600 = 0.216 0.6 0.6 = 0.169

600 600 800 = 0.288 0.6 0.8 = 0.226

0.6 1 = 0.282

650 650 600 = 0.253 0.6 1.2 = 0.339

650 650 800 = 0.338 0.6 1.5 = 0.424

700 700 600 = 0.294 0.75 0.6 = 0.265

700 700 800 = 0.392 0.75 0.8 = 0.353

0.75 1 = 0.441

750 750 600 = 0.337 0.75 1.2 = 0.530

750 750 800 = 0.450 0.75 1.5 = 0.662

800 800 600 = 0.384 0.9 0.6 = 0.381

800 800 800 = 0.512 0.9 0.8 = 0.508

800 800 1000 = 0.640 0.9 1 = 0.636

0.9 1.2 = 0.763

850 850 600 = 0.433 0.9 1.5 = 0.954

850 850 800 = 0.578

850 850 1000 = 0.722 1.2 0.6 = 0.678

1.2 0.8 = 0.904

900 900 600 = 0.486 1.2 1 = 1.130

900 900 800 = 0.648 1.2 1.2 = 1.357

900 900 1000 = 0.810 1.2 1.5 = 1.696



Brisbane 584 Milton Road Cnr. Sylvan Rd Toowong, QLD 4066 PO Box 1492 Toowong BC, QLD 4066 Phone: +61 07 3859 6600 Fax: +61 07 3871 2266 Email: [email protected]

Gold Coast Suite 201/ Level 1 1 Short Street PO Box 208 Southport, QLD 4215 Phone: +61 07 5528 1855 Fax: +61 07 5528 4723 Email: [email protected]

Melbourne 22 - 204/218 Dryburgh Street North Melbourne, Vic 3051 Phone: +61 03 9005 1464 Fax: +61 03 9328 4599 Email: [email protected]

Gladstone 35 Lord Street Cnr Glenlyon St Gladstone, QLD 4680 Phone: +61 07 4972 9455 Email: [email protected]

Perth 51 Forrest Street Subiaco WA 6008 PO Box 443 Subiaco WA 6904 Phone +61 08 9373 1176 Email: [email protected]

Darwin Suite 4, Level 1, TEM House 5 Edmunds Street Darwin, NT 0800 GPO Box 2422 Darwin, NT 0801 Phone: +61 08 8986 7588 Fax: +61 08 8981 9887 Email: [email protected]

Documents

Libart Retractable Roof - Yellow Pages · PDF fileLibart Retractable Roof ... should be referred to a Professional Builder or Consulting Structural Engineer prior to construction