= 6.5 — Simplified method of analysis for
nonprestressed continuous beams and one-way
== 6.5.1 It shall be permitted to calculate Mu and Vu due to
gravity loads in accordance with this section for continuous
beams and one-way slabs satisfying (a) through (e):
(a) Members are prismatic
(b) Loads are uniformly distributed
(c) L ≤ 3D
(d) There are at least two spans
(e) The longer of two adjacent spans does not exceed the
shorter by more than 20 percent
== 6.5.2 Mu due to gravity loads shall be calculated in accordance
with Table 6.5.2.
= R6.5 — Simplified method of analysis for
nonprestressed continuous beams and one-way
== R6.5.2 The approximate moments and shears give
reasonable values for the stated conditions if the continuous
beams and one-way slabs are part of a frame or continuous
construction. Because the load patterns that produce critical
values for moments in columns of frames differ from those
for maximum negative moments in beams, column moments
should be evaluated separately.
American Concrete Institute – Copyrighted © Material – www.concrete.org
74 ACI 318-19: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
Table 6.5.2—Approximate moments for nonprestressed continuous beams and one-way slabs
No further reproduction or distribution is permitted.
== 6.5.3 Moments calculated in accordance with 6.5.2 shall not be redistributed.
== 6.5.4 Vu due to gravity loads shall be calculated in accordance with Table 6.5.4 .
Table 6.5.4—Approximate shears for nonprestressed continuous beams and one-way slabs
== 6.5.5 Floor or roof level moments shall be resisted by distributing the moment between columns immediately above and below the given floor in proportion to the relative column stiffnesses considering conditions of restraint.
== R6.5.5 This section is provided to make certain that moments are included in column design. The moment refers to the difference between the end moments of the members framing into the column and exerted at the column centerline.
American Concrete Institute – Copyrighted © Material – www.concrete.org
[ Lanjut Ke 6.6—Linear elastic first-order analysis ... ]

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