UFC 4-023-03
25 January 2005
capable of representing post-peak flexural behavior. Ensure that shear failure will not
occur prior to developing the full flexural design strength.
If the structural element is not able to develop a constant moment while
undergoing continued deformation, remove the element when the required moment
exceeds the flexural design strength and redistribute the loads associated with the
element per Section 3-2.4.3.
6-3.1.2
Axial Resistance of Masonry.
The acceptability criteria for axial loads is based on the axial design strength,
as calculated in Chapter 3 of ACI 530-02, using the appropriate strength reduction
factor Φ. If the element violates the criteria, remove the element and redistribute the
loads associated with the element per Section 3-2.4.3.
6-3.1.3
Shear Resistance of Masonry.
The acceptability criteria for shear is based on the shear design strength of
the cross-section, per Chapter 3 of ACI 530-02, using the appropriate strength reduction
factor Φ. If the element violates the shear criteria, remove the element and redistribute
the loads associated with the element per Section 3-2.4.3.
6-3.1.4
Connections.
Design strengths for connections are calculated using ACI 530-02, including
the appropriate strength reduction factor Φ. If the connection violates a criterion,
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.
6-3.2
Deformation Limits for Masonry.
The Deformation Limits are given in Table 6-4. Note that Table 6-4 does not
contain deformation limits for connections; thus, the deformation limits are applied only
to the structural elements.
6-8
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