Read Assumptions used to develop this applet
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Species / Grade
Specified Wind Loads (kPa), q(1/50)
Factored Uniformly Distributed Load Along the Stud Wall (kN/m)
Stud Length
Stud Spacing
                        

 

Disclaimer

This tool is intended for use by qualified designers. Although every effort has been made to ensure the data and information in this tool are accurate, the Canadian Wood Council does not assume any responsibility for errors or omissions in this tool nor from any engineering designs or plans prepared from it.

To calculate columns and wall studs with more complex loading conditions, and other features of the complete structural design software WoodWorks software please visitWoodWorks Software

For comments/suggestions please contact the Canadian Wood Council at info@cwc.ca
 
About Tall Walls Sizer

 

This tool is intended to assist in using wood for the design of tall walls in commercial and industrial structures and to provide a step-by-step guide to the design of these walls. The stud tables in this workbook are provided for lumber studs up to 6.1 m (20 ft.) and proprietary engineered wood studs up to 11.9 m (39 ft.). In addition, a detailed design example of manufacturing facility is provided describing structural, thermal and fire consideration for tall walls. This tool is addressing changes in the new edition of the National Building Code of Canada (NBCC 2005) and the CSA O86 Standard.
 
Assumptions used to develop this applet

 

Stud assumptions:

 

  • The studs are laterally braced to prevent buckling in the narrow dimension.
  • The loads are uniformly distributed along the top of the wall.
  • The 1/50 hourly wind pressure (q1/50) specified wind loads have been modified by the following coefficients:

    • Ce     =      0.7
    • CpCg  =    –2.0
    • Cpi     =      0.3
    • Cgi     =      2.0

  • The 1/50 hourly wind pressures (q1/50) is used in strength and deflection calculations.
  • Total load deflection criteria is stud length/180. Calculated total load deflection for each stud is given in the applet.
  • The ratio of specified axial dead load to live load is 1.0. The values in this applet can be used conservatively when the specified axial dead load is less than the specified axial live load.
  • Stud sizes are based on Limit State Design. The Limit State Design load combinations considered are:

    • axial load alone
    • wind plus axial load, where wind is the principal load and snow is the companion load
    • Wind plus axial load, where snow is the principal load and wind is the companion load

  • Load case 2 and 3 are considered short term load
  • Eccentric axial loading of the stud is considered with maximum eccentricity equal to 1/6th of the stud depth.
  • The Moment Magnifier Method is used to account for the secondary bending moment (PΔ) effect.
  • Deflections from wind and eccentric axial loads are amplified to account for the PΔ effect.
  • Studs are assumed to be pinned at both ends.
  • The tables can only be used for untreated studs in dry service conditions.
  • Normal importance category is assumed. Importance factors used are: Iw = 1.0 for ultimate limit state use, and Iw = 0.75 for serviceability limit state use. If a building falls under “Low” or “High” importance category, it is suggested that the designer chooses a corresponding higher (or lower) wind load.
  • No notching or drilling of the studs is allowed.

For Lumber Studs:

  • Resistance values were calculated based on CSA Standard O86.1-01 and the 2005 Supplement
  • A "Case 2" load sharing system, as defined in CSA O86.1-01, is assumed. In order to meet this requirement, the studs must be sheathed with plywood, waferboard, or OSB of minimum 9.5 mm thickness and attached to the studs to provide a minimum stiffness equivalent to that provided by 2-inch common nails at 150mm centres at edges of sheathing panels and 300 mm centres elsewhere.

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