(c) Combined Bending and Compression, Section C6.3.
g. Wall Studs and Wall Stud Assemblies. Section D4. Use only all steel designs.
Therefore only paragraph (a) is allowable. The effective area, Ae and the nominal buckling
stress, Fn are to be calculated in accordance with Section B.
(1) Wall Studs in Compression. Section D4.1. Studs need to be checked for column
buckling between fasteners (a) and flexural and or torsional column buckling (b). Paragraph (c) is
not to be used since it deals with sheathing for bracing. Studs used in wall sections will be firmly
placed in the track prior to attachment of the stud track units. No gaps will be allowed between
the stud web/flange and the track being assembled.
(2) Wall Studs in Bending. Section D4.2. Wall studs should always have stiffened or
partially stiffened compression flanges. Ignore the values shown for unstiffened compression
flanges. The provisions of Section C3.1 apply to the bending strength of the member except for
Section C3.1.2 Lateral Buckling Strength. Calculations should be based on stiffened and partially
stiffened compression flanges when determining the nominal moment capacities Mnxo and Mnyo.
Anchor bridging to solid blocking is critical
(3) Wall Studs with Combined Axial Load and Bending. Section D4.3. Interaction
equations for this loading condition are in Section C5.
(4) Floor, Roof or Wall Steel Diaphragm Construction. Section D5. This section
provides design values for various diaphragm conditions.
h. Design Guide for Cold-Formed Steel Trusses - AISI RG-9518. Trusses will be designed
using the following guidance.
(1) Member ends will be assume to be pinned.
(2) Webs of members are to be pinned.
(3) Unbraced lengths will be:
(a) Continuous chord members,
Kx, Ky, Kt = 0.75 when appropriate sheathing is attached to the top
and bottom flange of those chords.
Kx, Ky, Kt for other conditions = unity or 1.0.
(b) Compression web members K = 1.0.
(c) End moment coefficient, Cm = 0.85, and strength amplification factor, Cb per
(d) Compression chord with combined axial and bending use section C5 at
panel points Equation C5.2.1-2, and between panel points equation
Lx, Lt = panel length
Ly = distance between sheathing connections
i. Shear Wall Design Guide - AISI RG-9604 and Chapter 3 of this manual.
(1) Braced shear wall systems will be designed for strength and stiffness as follows.
The greater requirement will control the size of the bracing system. Also, the designer will
consider the seismic bracing guidance in Chapter 3 of this technical instruction.