UFC 4-023-03
25 January 2005
4-3.1.3
Shear Resistance of Reinforced Concrete.
The acceptability criteria for shear are based on the shear design strength of
the cross-section, per ACI 318-02, using the appropriate strength reduction factor Φ and
the over-strength factor Ω. If the element violates the shear criteria, remove the
element and redistribute the loads associated with the element per Section 3-2.4.3.
4-3.1.4
Connections.
Calculate the design strengths for joints using ACI 318-02, including the
appropriate strength reduction factor Φ and over-strength factor Ω. Consider the effects
of embedment length, reinforcement continuity, and confinement of reinforcement in the
joint when determining the joint design strength.
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
4-3.2
Deformation Limits for Reinforced Concrete.
The Deformation Limits are given in Table 4-4. If an element or both
connections at the ends of an element exceed a deformation limit, remove the element
and redistribute the loads associated with the element per Section 3-2.4.3, before the
analysis continues.
It is noted that Table 4-4 does not contain deformation limits for connections.
Per FEMA 356, monolithic joints between beams and columns or walls are represented
as rigid zones. Thus, the deformation limits are applied only to the structural elements.
4-4
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 (Park and
Gamble 1999) and UFC 3-340-01 Design and Analysis of Hardened Structures to
Conventional Weapons Effects.
4-8
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