UFC 4-023-03
25 January 2005
7-3.1.2
Combined Axial and Bending Resistance of Wood.
The acceptability criteria for combined axial and bending loads is based on
the interaction equation provided in Chapter 6 of AF&PA/ASCE 16-95, using the
appropriate strength reduction factor Φ and over-strength factor Ω. If the element
violates the criteria, remove the element and redistribute the loads associated with the
element per Section 3-2.4.3.
7-3.1.3
Shear Resistance of Wood.
The acceptability criteria for shear is based on the shear design strength of
the cross-section, per Chapter 5 of AF&PA/ASCE 16-95, using the appropriate strength
reduction factor Φ and over-strength factor Ω. If the element violates the criteria,
remove the element and redistribute the loads associated with the element per Section
3-2.4.3.
7-3.1.4
Connections.
Calculate design strengths for connections per AF&PA/ASCE 16-95, using
the appropriate strength reduction factor Φ and over-strength factor Ω. If the connection
violates the criteria, remove it from the model. If both connections at the ends of an
element fail, remove the element and redistribute the loads associated with the element
per Section 3-2.4.3.
7-3.2
Deformation Limits for Wood.
The Deformation Limits are given in Table 7-3. Note that Table 7-3 does not
contain deformation limits for connections; thus, the deformation limits are applied only
to the structural elements.
7-4
ADDITIONAL DUCTILITY REQUIREMENTS.
For MLOP and HLOP structures, design all perimeter ground floor columns
and load-bearing walls such that the lateral uniform load which defines the shear
capacity is greater than the load associated with the flexural capacity, including
compression membrane effects where appropriate. Methods for calculating the
compression membrane effects can be found in Reinforced Concrete Slabs and UFC 3-
340-01.
7-7
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