ACI 318M-19_ERRATA 2024-9

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ACI 318M-19 (SI units)

Building Code Requirements for Structural Concrete and Commentary

Reported by ACI Committee 318

Errata may already be included in the print version you own

ERRATA as of September 9, 2024

Section 23.4.4, p. 444, revise as follows:

23.4.4 If use of βs of 0.75 is based on line (d) of Table 23.4.3(a), member dimensions shall be selected to

satisfy Eq. (23.4.4), where λs is defined in 23.4.4.1.

0 5 5

u.Vand )0 43 ('

s c w

tan f b d. 

(23.4.4)

ERRATA as of June 6, 2023

Table 19.2.4.1(a), p. 357, revise table as follows:

wc, kg/m3

≤ 1600

0.75

(a)

1600 < wc ≤ 2160

0.0075wc/2160 ≤ 1.0

(b)

> 2160

1.0

(c)

ERRATA as of March 8, 2023

Appendix C, equivalence table, p. 590, add size effect equation as follows:

Provision

number

SI-metric stress in MPa

mks-metric stress in kgf/cm2

U.S. Customary units stress in

pounds per square inch (psi)

22.5.5.1.3

1254

 = 

125.4

 = 

110

 = 

Table 9.6.3.1, p. 130, revised as follows: (26.4.1.5.1 changed to 26.4.1.6.1)

Beam type

Conditions

Shallow depth

h ≤ 10 in.

Integral with slab

h ≤ greater of 2.5tf or

0.5bw

and

h ≤ 24 in.

Constructed with steel fiber-

reinforced normalweight concrete

conforming to 26.4.1.56.1(a),

26.4.2.2(i), and 26.12.7.1(a) and

with fc′ ≤ 6000 psi

h ≤ 24 in.

and

u c w

V f b d 

One-way joist system

In accordance with

9.8

ERRATA as of September 29, 2022

R9.7.3.8.3, second paragraph, p. 143 revised as follows (please note that the correction is a removal of

a comma before the variable ℓd in the paragraph):

The application of this provision is illustrated in Fig. R9.7.3.8.3(b) for simple supports and in Fig.

R9.7.3.8.3(c) for points of inflection. For example, the bar size provided at a simple support is satisfactory

only if the corresponding bar, ℓd, calculated in accordance with 25.4.2, does not exceed 1.3Mn/Vu + ℓa.

R23.1, second paragraph, p. 435, revised as follows:

The shaded regions in Fig. R23.1(a) and (b) show typical D-regions (Schlaich et al. 1987). The plane

sections assumption of 9.2.122.2.1.2 is not applicable in such regions. In general, …

ERRATA as of July 7, 2022

R8.6.1.2, p. 111, revised as follows:

R8.6.1.2 … In such cases, sliding along the inclined crack can cause a flexure-driven punching failure at a

shear force less than the strength calculated by the two-way shear equations of Table 22.6.5.2 for slabs without

shear reinforcement and less than the strength calculated in accordance with 22.6.6.3Table 22.6.6.1 for slabs

with shear reinforcement.

Tests of slabs…

ERRATA as of March 2, 2022

R8.7.5.6.2, p. 119, revised as follows:

R8.7.5.6.2 Between Outside of column orand shear cap faces, structural integrity tendons should pass

below the orthogonal tendons from adjacent spans so that vertical movements of the integrity tendons are

restrained by the orthogonal tendons. Where tendons are distributed in one direction and banded in the

orthogonal direction, this requirement can be satisfied by first placing the integrity tendons for the

distributed tendon direction and then placing the banded tendons. Where tendons are distributed in both

directions, weaving of tendons is necessary and use of 8.7.5.6.3 may be an easier approach.

ERRATA as of December 14, 2021

p. 84, Fig. R6.6.5, revised as follows:

Fig. R6.6.6—Permissible redistribution of moments for minimum rotation capacity.

8.3.1.1, p. 101, revised as follows:

8.3.1.1 For nonprestressed slabs without interior beams spanning between supports on all sides, having a

maximum ratio of long-to-short span of 2, overall slab thickness h shall not be less than the limits in Table

8.3.1.1, and shall be at least the value in (a) or (b), unless the calculated deflection limits of 8.3.2 are

satisfied:

(a) Slabs without drop panels as given in 8.2.4 .... 125 mm

(b) Slabs with drop panels as given in 8.2.4 ......... 100 mm

For fy exceeding 550 MPa, the calculated deflection limits in 8.3.2 shall be satisfied assuming a reduced modulus

of rupture

ff=

R8.7.7, p. 123, revised as follows:

R8.7.7 Shear reinforcement – headed studs

Using headed stud assemblies as shear reinforcement in slabs requires specifying the stud shank diameter,

the spacing of the studs, and the height of the assemblies for the particular applications.

Tests (ACI 421.1R) show that vertical studs mechanically anchored as close as possible to the top and

bottom of slabs are effective in resisting punching shear. The bounds of the overall specified height achieve

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摘要：

该文档为ACI 318M-19《建筑混凝土结构规范（公制版本）》的2024年9月官方勘误表，旨在修正原标准在文本、公式或表格中的技术错误与印刷遗漏，确保规范使用者能够依据最新、准确的技术条文进行混凝土结构设计与施工。本勘误内容主要涉及抗震设计、材料强度、配筋构造及荷载组合等关键章节的调整，对于从事国际工程、采用公制单位体系的结构工程师、审图人员及科研人员具有重要参考价值。及时掌握并应用该勘误信息，有助于提升结构设计的安全性与合规性，避免因引用过时或错误条款导致的工程风险。

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