Civil Design Criteria - TJ Schultz Inc ENCLOSURES Aluminum Screen Room Enclosure Design Page 3 Rev...

SCREEN ROOM ENCLOSURE DESIGN EDMONTON AND SURROUNDING COMMUNITIES, ALBERTA

CIVIL / STRUCTURAL DESIGN CRITERIA

SUNCOAST ENCLOSURES Aluminum Screen Room

Enclosure Design

Page 1 Rev No: A

Design Criteria CIVIL / STRUCTURAL Date: 06 July 2007



Revision index

A Issued for Design RMF 02 July 2007

RJ 05 July 2007

RMF 06 July 2007

Rev No. Description Prepared /

Date Checked /

Date Approved /

Date Client

Approved/Date


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Prepared by

GenSolutions (a Division of GEMINI Corporation)

1900, 10025 – 102A Avenue Edmonton, Alberta, T5J 2Z2

Phone: (780) 428-2814

Fax: (780) 428-8036

Engineer’s Stamp & Approval


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TABLE OF CONTENTS 1.0 INTRODUCTION ................................................................................................... 4 2.0 GENERAL DESCRIPTION ................................................................................... 4 3.0 SPECIAL REQUIREMENTS................................................................................. 4 4.0 CODES AND STANDARDS ................................................................................. 4 5.0 ENGINEERING CALCULATIONS AND DRAWINGS .......................................... 5 6.0 ENVIRONMENTAL CONDITIONS ....................................................................... 5

6.1 Legal Description/Location ....................................................................5 6.2 Precipitation Data ....................................................................................5 6.3 Wind Load Data .......................................................................................6 6.4 Ground Snow Load Data.........................................................................6 6.5 Earthquake Data ......................................................................................6

7.0 ENCLOSURE FOUNDATION PROVISIONS ....................................................... 6 7.1 At Ground Foundation Support .............................................................6 7.2 Elevated Foundation Support ................................................................7

8.0 DESIGN LOADS ................................................................................................. 11 8.1 Dead Loads (D) ......................................................................................11 8.2 Live Loads (Imposed Loads) (L) ..........................................................12 8.3 Snow Loads (L)......................................................................................12 8.4 Rain Loads (L)........................................................................................12 8.5 Wind Loads (Q) ......................................................................................12 8.6 Earthquake Loads (Q) ...........................................................................14 8.7 Maintenance Loads ...............................................................................14 8.8 Thermal Forces (T) ................................................................................14

9.0 LOADS FACTORS AND COMBINATIONS ....................................................... 14 10.0 SUITABLE ENCLOSURE MATERIALS ............................................................. 15

10.1 Aluminum Composite Members/Beams ..............................................15 10.2 Welding Fabrication ..............................................................................15 10.3 Minimum Mechanical Properties..........................................................15 10.4 Physical Properties ...............................................................................16 10.5 Design and Installation Criteria............................................................17 10.6 Aluminum Beam Design Information ..................................................22

APPENDICES Appendix A: Aluminum Frame Member Cross-sectional Views Appendix B: Photos – Typical Suncoast Enclosures' Design Features Appendix C: At Ground Foundation Supported Screen Enclosure Design Appendix D: Elevated Foundation Supported Screen Enclosure Design Appendix E: Home Owner Screen Enclosure Inspection and Maintenance

Agreement Appendix F: Screen Material Mechanical Properties Appendix G: Structural Detail for Screen Enclosure Connection to Gutter


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1.0 INTRODUCTION The following is the civil/structural design criteria employed in the design of home screen balcony enclosure systems. 2.0 GENERAL DESCRIPTION The civil/structural scope of work for the project consists of establishing the design criteria for the design and installation of the home screen balcony enclosures. 3.0 SPECIAL REQUIREMENTS None. 4.0 CODES AND STANDARDS Latest edition of the following codes and standards shall be used: a) National Building Code of Canada. b) Supplement to the National Building Code of Canada. c) Alberta Building Code. d) Worker’s Compensation Board Regulations e) Local Occupational Health and Safety Guidelines f) CSA Standards.

CAN/CSA-S16.1-M Limit States Design of Steel Structures

g) ASTM Standards

ASTM B221 Specifications for Extruded Aluminum Members

h) Other Standards

Aluminum Design Manual

Specifications & Guidelines for Aluminum Structures


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i) Other Studies

Aluminum Composite Beam Analysis and Enclosure Design Study, Hood Environmental Engineering, 2001

5.0 ENGINEERING CALCULATIONS AND DRAWINGS All calculations, drawings, and specifications have been done in either imperial or SI units on the following basis: a) All dimensions have been shown in millimetres (mm) for the architectural

dimensions of the enclosure and in imperial in the reporting the structural member sizes.

b) Calculations for the design for the screen enclosure structures have been done

by both the methods Limit States Design Method (LSD) and Working Stress Design (WSD).

c) When Limit States Design (LSD) is utilized in the design of structures fabricated

from steel and aluminum, loads shall be combined and computed in accordance with ABC & NBC Subsection 4.1.3 to produce the most unfavourable effect.

When Working Stress Design (WSD) is utilized in the design of structures, loads shall be combined and computed in accordance with ABC & NBC Subsection 4.1.4 to produce the most unfavourable effect. 6.0 ENVIRONMENTAL CONDITIONS 6.1 Legal Description/Location This following design criteria is applicable only for the Edmonton and Surrounding Area where the load conditions stated below apply. 6.2 Precipitation Data

Rainfall Information:

Average annual rainfall: 460 mm 24 hour rainfall: 90 mm 15 min. rainfall: 23 mm


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6.3 Wind Load Data

Hourly Wind Pressures:

1/10 yr: 0.32 kPa. 1/30 yr: 0.40 kPa. 1/100 yr: 0.51 kPa.

6.4 Ground Snow Load Data

Specified Ground Snow Loading: Ground Snow Load (Ss): 1.6 kPa. Associated Rain Load (Sr): 0.1 kPa. 6.5 Earthquake Data

Za (Acceleration-Related Seismic Zone): 0.0 Zv (Velocity-Related Seismic Zone): 1.0 V (Zonal Velocity Ratio): 0.05

7.0 ENCLOSURE FOUNDATION PROVISIONS Described in this section is the applicable screen enclosure design and associated criteria that is to be adhered to in the founding of the screen enclosure on the following foundation types: a) At ground foundation supported enclosures whereby the elevation difference

between the adjacent surfaces is less than 600 mm, and

b) elevated foundation supported enclosures whereby the elevation difference between the adjacent surfaces is greater than 600 mm, as in the case of a home balcony.

7.1 At Ground Foundation Support

Screen Enclosure Description: Applicable for at ground level deck walk-out screen enclosures. Enclosure comprises of a screen wall and roof system complete with structural support for the screen connected to both the deck floor and wall of the existing home. Example foundation types are concrete slabs-on-grade and at ground balcony decks in which the elevation difference is less than 600 mm between the adjacent ground.


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Description of Guard System

In accordance with clause 9.8.8.1 (1) of the building code, screen enclosures founded on foundation supports located on grade, whereby the elevation difference between the adjacent surfaces is less than 600 mm, need not be protected by a guard along its perimeter. Installation of a guardrail is optional by the home for enclosures with a screen front that is less than 6.1 m in width. However, for those enclosures that have a screen front that is wider than 6.1 m, for protection of the screen material from damage, a single guardrail is installed at a height of 838 mm where it is braced and supports by both vertical and diagonal members are detailed on the Drawing Numbers 001 and 002 attached in Appendix C.

7.2 Elevated Foundation Support

Screen Enclosure Description: Applicable for upper deck walk-out screen enclosures. Enclosure comprises of a screen wall/guard rail system and in some instances a roof system that is connected to the deck floor and wall of the existing home balcony structure.

Requirement for Guards In accordance with clause 9.8.8.1 (1) of the building code, screen enclosures founded on elevated foundation supports, whereby the elevation difference between the adjacent surfaces is greater than 600 mm, shall be protected by a guard along its perimeter that is not already protected by a wall and where there is a elevation difference of greater than 600 mm. The guard employed to protect the surface area for which there is access has been designed in accordance to that described later in this section. Description of Guard System The guard system that is to be employed on screen enclosures supported by elevated foundations shall comprised of a two guardrail system complete with a screen material that is connected to each individual guardrail as described in the description below and in Drawing Numbers 003 and 004 attached in Appendix D. Requirement for Intermediate Columns to Support Guardrails Unsupported guardrails spanning distances greater than 1,830 mm are to be supported with a vertical post, whereby the post is to screw connected to the underside of the top guardrail and horizontally to the horizontal connecting guard rail. The guard/column screw connection capacity shall be designed with sufficient strength to resist the specified point load conditions applied vertically


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and horizontally at any point to the guards as discussed in the proceeding sections. Loads on Guards: (inward & outward):

(i) Horizontal Load:

(a) The guard has been designed in accordance with clause

4.1.10.1(c) whereby the guard is designed to resist a point load of 1.0 kN, applied horizontally to any point to the top guard. For compliance with clause 4.1.10.1 (c) the guard design satisfies the following:

• Guard Shear Capacity: the top guardrail is designed with

sufficient shear and torsion capacity to resist the above specified point load applied horizontally at any point to the top guard for design spans of not greater than 1,830 mm.

• Deflection: the top guard is designed to limit the maximum deflection to less than 6 mm for the above specified point load applied horizontally at any point to the top guard.

• Guard/Column Screw Connection Capacity: the connection guard/column detail that includes self tapping drill screws is designed with sufficient strength to resist the above specified point load applied horizontally at any point to the guards.

(b) The guard has been designed in accordance with clause

4.1.10.1 (c) whereby the guard is designed to resist a uniform load of 0.75 kN/m, applied horizontally to the top guard. For compliance with clause 4.1.10.1 (c) the guard design satisfies the following:

• Shear Capacity: the top guard is designed with sufficient shear

and torsion capacity to resist the above uniform load horizontally applied to the top guard for design spans of not greater than 1,830 mm.

• Deflection: the top guard is designed to limit the maximum deflection to less than 6 mm for the applied horizontal uniform load.

• Guard/Column Screw Connection Capacity: the connection guard/column detail that includes self tapping drill screws is designed with sufficient strength to resist the above specified uniform load applied horizontally to the top guard.

(c) The guard has been designed in accordance with clause 4.1.10.2

whereby the guard is designed to resist a point load 0.5 kN applied to any element of the guard system. For compliance with clause 4.1.10.2 the guard design satisfies the following:


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• Guard Shear Capacity (top and second rail): guards are

designed with sufficient shear and torsion capacity to resist the above specified point load to any point on the guards.

• Guard and Column Screw Connection Capacity (top and second rail): connections are designed with sufficient shear and pull-out capacity to resist the above specified point load on the connections.

• Column and Existing Structure Bolt/Screw Connections Capacity (floor, wall and ceiling): connections are designed with sufficient shear and pull-out capacity to resist the above specified point load on the connections.

• Screen and Guardrail Joint Connection Capacity: the design pull-out capacity of screen fastening system to guardrails (top and second rail) has sufficient strength to resist the above specified point load applied to the screen as an equivalent bearing pressure (note: screen has been rolled into top and bottom groove connection of each guardrail as a stipulation of design).

• Column Capacity (all): designed with sufficient shear, and torsion capacity to resist the above specified point load to any point on the columns.

• Screen Material: the recommended screen material type are those defined in Section 10.5 para (e) which has a manufacture breaking strength (cut and grab) that exceeds the above specified point load to any point on the screen. For elevated foundation supported screen enclosures the recommended screen materials for use below the top guardrail are: o 20 X 30 13 Mil Yarn, Plain Weave, Phiferglaass o Sunscreen 11 Mil Warp/13 Mil Fill Ribbed Weave o T18 FBS Superscreen

(ii) Vertical Load

(a) The guard has been designed in accordance with clause 4.1.10.4

whereby the guard is designed to resist a uniform load of 1.5 kN/m, applied vertically to the top guard. For compliance with clause 4.1.10.4 the guard design satisfies the following:

• Shear Capacity: the top guard is designed with sufficient shear

and torsion capacity to resist the above uniform load applied vertically to the top guard for design spans of not greater than 1,830 mm.


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• Deflection: the top guard is designed to limit maximum

deflection to less than 6 mm for the above uniform load applied vertically to the top guard for design spans of not greater than 1,830 mm.

• Guard/column Screw Connection Capacity: design of connections, which includes self tapping drill screws are of sufficient strength to resist the above specified uniform vertical load on top guard.

(iii) Height of Guard

(a) The guard has been designed in accordance with clause 9.8.8.2.1

top guard height. For compliance with clause 9.8.8.2.1 the guard design satisfies the following:

• the enclosure design stipulates the top guard is to be installed

at a height of 1,070 mm.

(iv) Openings in Guards

(a) The guard has been designed in accordance with clause 9.8.8.4 whereby the maximum allowable opening is < 100 mm diameter. For compliance with clause 9.8.8.4 the guard design satisfies the following:

• each guardrail is connected to the screen in which there are

no openings in the guardrail system. The screen material is installed in a manner that it is taut.

• to achieve the above, the screen material is connected to the top and lower level guardrail, with the typical installation being on the outside face of the guardrail, from where the screen extends beyond the top guard to connect to the existing ceiling of the home structure or to the roof of the enclosure, and similarly the screen extends below the second guard to connect to the existing balcony floor of the home structure. The screen material is also connected to each side of each vertical support column. The screen material that extends below the top guardrail must be of the material type that complies with the recommended screen materials given in Section 7.2 (i) para (c).

(v) Design to Prevent Climbing

(a) The guard has been designed in accordance with clause 9.8.8.5

to prevent climbing. For compliance with clause 9.8.8.5 the guard design satisfies the following:


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• The guard system has been constructed to prevent holding

and grabbing onto the screen material and the prevention of stepping on or over the guardrails. The screen material is to be rolled connected into the top and bottom groove of each guard on its outside surface so that it is taut to prevent holding or grabbing onto the screen material. In addition the screen also extends beyond the top of the guard to prevent stepping on or over rail. Guard rail system has no openings to prevent both holding onto screen or guards and stepping on or over guards.

• In case of balcony access limitations the screen material can be installed on the inside face of the guardrail and vertical support columns provided it is connected in the manner as described above. This type of installation is non-typical, but acceptable.

(vi) Screen Inspection and Maintenance Requirements

(a) Home owners are required to acknowledge and agreed to inspect

and maintain the screen enclosure in accordance with the Home Owner Screen Enclosure Inspection and Maintenance Agreement. An example copy of this Owner Screen Enclosure Inspection and Maintenance Agreement is enclosed in Appendix E.

8.0 DESIGN LOADS The screen enclosure, regardless of foundation type, is designed for the different loads in accordance to that described in this section. 8.1 Dead Loads (D)

The dead load consists of the total self weight of the structures, including permanent fixtures. No collateral loads are to be applied to the screen structural support members or directly to the screen material for the screen enclosure roof and wall systems.


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8.2 Live Loads (Imposed Loads) (L)

Minimum imposed live loads applicable to the screen enclosure design relate to roof and guard railing loads as defined below:

Roof: Refer to ABC & NBC, Subsections

4.1.6./4.1.6.7. Handrails (horizontal force): 0.5 kN at any point. Roof (purlins excluded): 2 kN. Guardrails In accordance with Section 7.2

8.3 Snow Loads (L)

Specified Snow Loading: Ground Snow Load (Ss): 1.6 kPa. Associated Rain Load (Sr): 0.1 kPa. Specified snow and accumulation loading are as per ABC & NBC Subsection 4.1.7.

8.4 Rain Loads (L)

Rain load shall be considered in the design of the roof system.

8.5 Wind Loads (Q)

Refer to section 6.0 of this document concerning the environmental loads. The screen balcony enclosure system is designed to the following wind loading conditions: Hourly Wind Pressure/Frequency: 1/30 year event, where q = 0.40 kPa Importance (Use) Factor: 1.0 Wind Gust Factor (Cg): 2.5 for enclosure components 2.0 for building Exposure Factor (Ce): 0.9 (0 to < 6.0 m) External Pressure on Building and Screen Enclosure Wall Design: External Pressure Coefficient (Cp): evaluated for the following orientations: a) Orientation No. 1: building plan dimensions where 0 < L/B < 1, where L is equal

to building width parallel to wind direction, B is equal to building length perpendicular to wind direction. Windward Wall, Cp = 0.8 Leeward Wall, Cp = -0.5 Sidewalls, Cp = -0.7


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b) Orientation No. 2: building plan dimensions where L/B = 2, where L is equal to

building width parallel to wind direction, B is equal to building length perpendicular to wind direction.

Windward Wall, Cp = 0.8 Leeward Wall, Cp = -0.3 Sidewalls, Cp = -0.7

c) Orientation No. 3: building plan dimensions where L/B > 4, where L is equal to

building width parallel to wind direction, B is equal to building length perpendicular to wind direction.

Windward Wall, Cp = 0.8 Leeward Wall, Cp = -0.2 Sidewalls, Cp = -0.7

External Pressure on Building and Screen Enclosure Roof Design: External Pressure Coefficient (Ype):evaluated for the following orientations: d) Orientation No. 1: Angle of Enclosure Roof, Tan (alpha) = 0.to 0.4

Flat Roof Ype = -1.00 (half roof), Ype = -0.5 (half roof) Pitched Roof Ype = -1.00 (one side of roof), Ype = -0.5 (other side of roof)

e) Orientation No. 1: Angle of Enclosure Roof, Tan (alpha) = 0.4.to 0.8

Flat Roof Ype = 2.50tan(alpha-2.00) to 1.75tan(alpha –0.70) (one side of roof), Ype = -0.5 (half roof) Pitched Roof Ype = 2.50tan(alpha-2.00) to 1.75tan(alpha –0.70) (one side of roof), Ype = -0.5 (other side of roof)

f) Orientation No. 1: Angle of Enclosure Roof, Tan (alpha) > 0.8

Flat Roof Ype = +0.70 (half roof), Ype = -0.5 (half roof) Pitched Roof Ype = +0.70 (one side of roof), Ype = -0.5 (other side of roof)


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Internal Pressure on Screen Enclosure Roof/Wall Design: Internal Pressure Coefficient (Ypi): evaluated for the following internal pressure coefficients: Windward Side, Ypi = -0.70 Leeward side, Ypi = +0.50 Side Parallel to Wind, Ypi = +0.70 Uniformly Distributed, Ypi = +0.30 8.6 Earthquake Loads (Q)

Refer to Section 6.0 of this document concerning the environmental loads. 8.7 Maintenance Loads None. 8.8 Thermal Forces (T) Forces caused by expansion or contraction due to a change in temperature from the erection condition have received proper consideration in the design of the screen enclosure. 9.0 LOADS FACTORS AND COMBINATIONS

a) For Buildings and Screen Enclosures

Load Case 1 1.25 D + 1.5 L.

2 1.25 D + 1.5 Q. 3 0.85 D + 1.5 Q for uplift and overturning. 4 1.25 D + 1.25 T. 5 0.85 D + 1.25 T for uplift and overturning. 6 1.25 D + 1.05 L + 1.05 Q. 7 1.25 D + 1.05 L + 0.875 T. 8 1.25 D + 1.05 Q + 0.875 T. 9 1.25 D + 0.9 L + 0.9 Q + 0.75 T.


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10.0 SUITABLE ENCLOSURE MATERIALS

10.1 Aluminum Composite Members/Beams

Aluminum members, beams and composite structures shall conform to the material type 6063-T5/T54, MIL-A18593, ASTM B221, extruded.

Description Standard

Aluminum Members (all) ASTM B221, Allow & Temper: 6063-T5 and T54, extruded aluminum

Structural Bolts (bolted and riveted) Alloy and Temper: 6061-T6 or as detailed on the drawings

10.2 Welding Fabrication

Welding fabrication if performed shall comply with the American Welding Society D1.2 Structural Weld Code for Aluminum. Typically, installation of the screen enclosures does not involve welding fabrication.

10.3 Minimum Mechanical Properties

Summarized are the minimum mechanical properties of the aluminum members, beams and composite material structures of the material type 6063-T5 & T54 (all products) employed in the fabrication of the screen enclosures. The aluminum members used are extruded aluminum with a material wall thickness of less than 12.5 mm

Extruded Aluminum Alloys 6063 – T5

Typical Mechanical Properties

Properties Values Comments

Tensile Strength, Ultimate, MPa 185 Tensile Strength, Yield, MPa 145 Elongation %; break 12 In 5 cm; Sample 1.6 mm thick

Modulus of Elasticity, GPa 69 Average of Tension and Compression. In Aluminum alloys, the compressive modulus is typically 2% greater than the tensile modulus

Poissons Ratio 0.33 Fatigue Strength, MPa 70 500,000,000 Cycles

Shear Modulus, GPa 25.8 Shear Strength, MPa 115


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Extruded Aluminum Alloys 6063 – T54

Typical Mechanical Properties

Properties Values Comments

Tensile Strength, Ultimate, MPa 231 Tensile Strength, Yield, MPa 210 Elongation %; break 10 Modulus of Elasticity, GPa 69 Poissons Ratio ---- Fatigue Strength, MPa ---- Shear Modulus, GPa ---- Shear Strength, MPa ----

10.4 Physical Properties

Summarized below are the typical thermal and electrical properties of aluminum members, beams and composite structures of material types 6063-T5 & T54.

Extruded Aluminum Alloys 6063 – T5 Typical Thermal and Electrical Properties

Thermal Properties Values Comments

CTE, linear 20ºC, µm/m-°C 23.4 CTE, linear 250ºC, µm/m-°C 25.6 Heat Capacity, J/g-°C 0.9 Thermal Conductivity, W/m-K 209 Melting Point, °C 616 Solidus, °C 616 Liquidus, °C 654


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10.5 Design and Installation Criteria

Summarized below are the design and installation criteria that are to be adhered in the fabrication and construction of the screen enclosures.

a) Allowable Deflection

(i) Structural Members Live load deflections shall not exceed 1/60 of the span length of structural members for screen enclosures with walls and roofs constructed of flexible screen. (ii) Guardrails

Guardrails shall be installed such that the resultant deflection of the guardrail will not exceed 6 mm for its span for the different guardrail load conditions as described in Section 7.2 “Loads on Guards”.

b) Maximum Allowable Unsupported Span Lengths (i) Roof Beams Composite Beam Size Maximum Unsupported Span Length 2 X 4 < 3.05 m (10 feet) 2 X 6 > 3.05 m to < 4.88 m (16 feet) Reinforced Composite Beams > 4.88 m (16 feet)(1) Note: (1) Span lengths greater than 4.88 m (16.0 feet) will require reinforcement

of the 2 X 6 composite beam and shall be evaluated independently of this design criteria for structural suitability. Installation of the reinforcement into the 2 X 6 composite beam shall be in a manner that the reinforcement is cambered within the composite beam for increased strength. Camber shall be a minimum of dead load plus ½ live load.

(ii) Guardrails Beam Size Maximum Unsupported Span Length 2 X 2 < 1.83 m (6 feet)


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c) Maximum Allowable Roof Beam Spacing

The maximum allowable beam spacing of roof beams shall not exceed 1,220 mm (4 feet) on center. In addition, all roof beams are to be continuously laterally supported by interconnecting each roof beam on both sides of the beam on its outside face to the screen mesh material complete with the installation of cross bracing consisting of 2” x 2“ aluminum roof purlins installed at a maximum spacing interval of 1,220 mm (4 feet) on center.

d) Maximum Allowable Roof Purlin Cross Bracing Spacing

The installation of cross bracing consisting of 2” x 2“ aluminum roof purlins for lateral support of the composite roof beams shall be installed at a maximum spacing interval of 1,220 mm (4 feet) on center.

e) Screen Wall Height (i) At Ground Foundation Supported Enclosures The maximum recommended screen wall height for at ground foundation supported enclosures is 2,440 mm. The minimum recommended screen wall height for at ground foundation supported enclosures is 2,134 mm. (ii) Elevated Foundation Supported Enclosures The maximum recommended screen wall height for elevated foundation supported enclosures is 3,050 mm. Screen walls higher than the maximum recommended height shall be reviewed and approved by the design engineer on a case by case basis based on the application.

f) Construction of Composite Roof breams The composite roof beams are constructed using the aluminum structural member sections as detailed in Appendix A. Structural members used in the construction of these composite beams are to be screw-connected by installation of 1016 lag screws for a depth of 19 mm into the top of the composite beam to connect the sections at a maximum spacing of 610 mm on center.


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g) Screen Material Properties

(i) Material Use

The screen enclosure is currently fabricated using four different types of screen materials. The different types are: Regular Screen, Shade Screen, 20 X 30 Screen and T18 FBS Superscreen. Selection and installation of the different screen types is dependent on the home owner preference for shade protection and protection from insects. For those screen materials used in the construction of guardrails, the recommended different types are: Shade Screen, 20 X 30 Screen and T18 FBS Superscreen. These screen materials are suitable for use in the guardrail system whereby they are to be installed below the top guard rail. (ii) Screen Material Service Life

Summarized below is the recommended service life of each screen type after which the screen is to be replaced.

Screen Material Type Recommended Service Life Regular Screen (Phiferglass 18X14 11 Mil Yarn)

- Roof Application - Wall Application

- 5 years - 8 years

Shade Screen (Sunscreen 11 Mil Warp/13 Mil Fill Ribbed Weave)


- 5 years - 8 years

20 X 30 Screen (Phiferglass 20X30 13 Mil Yarn, Plain Weave)


- 5 years - 8 years

T18 FBS Superscreen - Roof Application - Wall Application

- 5 years - 8 years

(iii) Maintenance and Service

Inspection, maintenance and replacement of the screen material of the enclosure shall be in accordance as that described in the “Home Owner Screen Enclosure Inspection and Maintenance Agreement” attached in Appendix E.


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(iv) Mechanical Properties

Attached in Appendix F are the mechanical properties of each screen material type as supplied by the manufacturer.

(v) Screen Installation

The screen material shall be installed in the following manner for the different applications:

(1) Guardrails

(a) Elevated Foundation Supported Enclosures

In the case of elevated foundation supported enclosures, the screen is to be integrated into the guardrails to form a barrier wall system that complies with the requirements in the code for a guardrail system. Typical installation requires the screen material be rolled into the groove connection of each guard (top and bottom) on both sides of the outside face while also similarly connecting the screen in the same manner to the vertical supports for the rails. Regular screen, if used, is only suitable for installation above the top guardrail. In cases where access to the outside wall face of enclosure is limited, the screen material can be installed in the inside face of the guards and vertical posts provided it is connected in the same manner as described above.

(b) At Ground Foundation Supported Enclosures

In the case of at ground foundation supported enclosures whereby the screen front is wider than 6.1 m, a single guardrail complete with diagonal bracing is to be installed. The wall screen material is to be rolled into the groove connection of the outside face of each vertical column support, on both sides of the column and to the roof and floor screen support member as detailed in Drawing Numbers 001 and 002. The screen material is not required to be connected to the optional guardrail, but instead will be installed over the outside face of the member.


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(2) Roof

(a) Elevated and At Ground Foundation Supported Enclosures

For the roof, the screen material is to be rolled into the groove connection of the outside face of the composite roof beam for its entire length, on both sides of the roof beam. The screen material is not required to be rolled into the groove connection of the lateral roof purlins installed to support the roof beam, but instead will be installed over the outside face of the member. For the roof the screen material is to be connected to the outside face of the composite roof beam for its entire length, both sides of the roof beam. The screen material is not connected to the lateral roof purlins installed to support the roof beam, but instead will be placed over the outside face of the member.

h) Design and Installation Specifications

(i) At Ground Foundation Supported Enclosures

At ground foundation supported enclosures are to be designed and constructed in accordance specifications and drawing details shown in Drawing Numbers 001 and 002 attached in Appendix C.

(ii) Elevated Foundation Supported Enclosures Elevated foundation supported enclosures are to be designed and constructed in accordance specifications and drawing details shown in Drawing Numbers 003 and 004 attached in Appendix D.

i) Engineering Drawings Installation of the screen enclosures for the different foundation supports shall be in accordance to the drawings attached in Appendices C and D. Detailed in Appendix G is the engineering detail concerning the connection of a structural gutter to the existing home roof rafter and screen enclosure. When required this design detail is to be reviewed and approved by the design engineer.


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10.6 Aluminum Beam Design Information

Summarized below are the material physical properties of typical aluminum beam components employed in the construction of the screen enclosures. These components are assembled for make-up of the composite beams employed in the roof and walls of the screen enclosure. Included in Appendix A, are cross sectional views of these different size aluminum frame components.

Material Properties of Typical Aluminum Beam Components

2 X 4 Aluminum Frame Member (half section) Parameter Value

Member Size 2 “ X 4 “ (41.50 mm X 100.00 mm)

Material Type 6063-T5, MIL-A-18593, A.S.T.M B221, extruded

Manufacturer Caradon-Indalex

Estimated X-area 329.20 mm2

Perimeter Length 390.71 mm

Moments of Inertia Ix = 1,313,264.42 mm4 Iy = 374,839.00 mm4

Radii of Gyration rx = 63.16 mm ry = 33.74 mm

Centroids x = 48.87 mm y = 31.56 mm

Tensile Elasticity 10 X 106 psi (69,600 MPa)

Estimated Weight 0.896 kg/m


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2 X 6 Aluminum Frame Member (half section) Parameter Value






Moments of Inertia Ix = 4,103,181.73 mm4 Iy = 577,844.80 mm4




Estimated Weight 1.261 kg/m

2 X 2 Aluminum Frame Members Parameter Value






Moments of Inertia Ix = 378,235.20 mm4 Iy = 377,550.60 mm4




Estimated Weight 1.000 kg/m End of Document

Civil Design Criteria - TJ Schultz Inc ENCLOSURES Aluminum Screen Room Enclosure Design Page 3 Rev...

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Transcript of Civil Design Criteria - TJ Schultz Inc ENCLOSURES Aluminum Screen Room Enclosure Design Page 3 Rev...