1.8global acceptance criteria

AISC 341-22, Seismic Provisions for Structural Steel Buildings

Last Updated 29 Oct 2026

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Story drifts shall be limited per the applicable building code.

TABLE A-1.7.1Requirements for Special Moment Frames (SMF)

Item	Action	Force- or Deformation- Controlled	Criticality
Beam	Flexure	Deformation	Ordinary
Beam	Shear	Force	Critical
Column with PG/Pye ≤ 0.6	Axial	Force	Critical
Column with PG/Pye ≤ 0.6	Flexure	Deformation	Ordinary
Column with PG/Pye > 0.6	Axial, flexure	Force	Critical
Column	Shear	Force	Critical
Panel zone	Shear	Deformation	Ordinary
Column base	Flexure	Deformation	Ordinary
Column base	Axial, shear	Force	Critical

$P_{\mathrm{G}}=$ axial force component of the gravity load, kips (N)

$P_{y e}=$ expected axial yield strength, kips (N)

TABLE A-1.7.2Requirements for Special Concentrically Braced Frames (SCBF)

Item	Action	Force- or Deformation- Controlled	Criticality
Beam	Flexure	Deformation	Ordinary
Beam	Axial, shear	Force	Critical
Column with P_G/P_ye ≤ 0.6	Axial	Force	Critical
Column with P_G/P_ye ≤ 0.6	Flexure	Deformation	Ordinary
Column with P_G/P_ye > 0.6	Axial, flexure	Force	Critical
Column	Shear	Force	Critical
Brace	Axial	Deformation	Ordinary
Brace connection	Axial	Force	Critical
Brace connection	Flexure	Force or deformation	Critical
Panel zone	Shear	Deformation	Ordinary
Column base	Flexure	Deformation	Ordinary
Column base	Axial, shear	Force	Critical

TABLE A-1.7.3Requirements for Eccentrically Braced Frames (EBF)

Item	Action	Force- or Deformation- Controlled	Criticality
Beam	Axial, flexure	Force	Ordinary
Beam	Shear	Force	Critical
Column with P_G/P_ye ≤ 0.6	Axial	Force	Critical
Column with P_G/P_ye ≤ 0.6	Flexure	Deformation	Ordinary
Column with P_G/P_ye > 0.6	Axial, flexure	Force	Critical
Column	Shear	Force	Critical
Brace	Axial	Force	Critical
Brace connection	Axial	Force	Critical
Link	Shear, flexure	Deformation	Ordinary
Link	Axial	Force	Critical
Link connection	Flexure, shear, axial	Force	Critical
Panel zone	Shear	Deformation	Ordinary
Column base	Flexure	Deformation	Ordinary
Column base	Axial, shear	Force	Critical

TABLE A-1.7.4Requirements for Buckling-Restrained Braced Frames (BRBF)

Item	Action	Force- or Deformation- Controlled	Criticality
Beam	Flexure	Deformation	Ordinary
Beam	Shear	Force	Critical
Column with P_G/P_ye ≤ 0.6	Axial	Force	Critical
Column with P_G/P_ye ≤ 0.6	Flexure	Deformation	Ordinary
Column with P_G/P_ye > 0.6	Axial, flexure	Force	Critical
Column	Shear	Force	Critical
Brace	Axial	Deformation	Ordinary
Brace connection	Axial	Force	Critical
Panel zone	Shear	Deformation	Ordinary
Column base	Flexure	Deformation	Ordinary
Column base	Axial, shear	Force	Critical

TABLE A-1.7.5Requirements for Special Plate Shear Walls (SPSW)

Requirements for Special Plate Shear Walls (SPSW)
Item	Action	Force- or Deformation- Controlled	Criticality
HBE	Flexure	Deformation	Ordinary
HBE	Shear	Force	Critical
VBE (midspan)	Axial, flexure	Force	Critical
VBE at connection with P<small>G</small>/P<small>ye</small> ≤ 0.6	Axial	Force	Ordinary
VBE at connection with P<small>G</small>/P<small>ye</small> ≤ 0.6	Flexure	Deformation	Ordinary
VBE at connection with P<small>G</small>/P<small>ye</small> > 0.6	Axial, flexure	Force	Critical
VBE	Shear	Force	Critical
Panel zone	Shear	Deformation	Ordinary
VBE base	Flexure	Deformation	Ordinary
VBE base	Axial, shear	Force	Critical
HBE = horizontal boundary elements VBE = vertical boundary elements

TABLE A-1.7.6Requirements for Composite Plate Shear Walls-Concrete Filled (C-PSW/CF)

Item	Action	Force- or Deformation- Controlled	Criticality
Beam	Flexure	Deformation	Ordinary
Beam	Shear	Force	Critical
Wall	Axial, flexure	Deformation	Critical
Wall	Shear	Force	Critical
Wall-to-foundation connection	Axial, shear, flexure	Force	Critical

TABLE A-1.7.7Requirements for Gravity Systems

Item	Action	Force- or Deformation- Controlled	Criticality
Gravity connection	Shear	Force	Critical
Gravity connection	Flexure	Deformation[a]	Ordinary
[a] The gravity connection shall be designed to maintain its required shear strength under the imposed flexural deformations.

COMMENTARY on the Seismic Provisions for Structural Steel Buildings

September 26, 2022

(The Commentary is not part of ANSI/AISC 341-22, Seismic Provisions for Structural Steel Buildings, and is included for informational purposes only.)

INTRODUCTION

The Provisions are intended to be complete for normal design usage.

The Commentary furnishes background information and references for the benefit of the design professional seeking further understanding of the basis, derivations, and limits of the Provisions.

The Provisions and Commentary are intended for use by design professionals with demonstrated engineering competence.

COMMENTARY SYMBOLS

The Commentary uses the following symbols in addition to the symbols defined in the Provisions. The section number in the right-hand column refers to the Commentary section where the symbol is first used.

Symbol	Definition	Section
A	Area of the equivalent tension brace, in.² (mm²)	.F5.3
A_bi	Horizontal boundary element cross-sectional area for story i, in.² (mm²)	.F5.3
A_cp	Area of the concrete core engaged in the panel zone, in.² (mm²)	D2.7
A_HSS	Cross-sectional area of a half-circular or full-circular section used at wall end, in.² (mm²)	H7.6a
A_s	Area of a strip, in.² (mm²)	.F5.6c
A_w	Area of steel section assumed to resist shear, which is typically the area of the steel web, in.² (mm²)	H4.3
B	Amplification factor	.F5.3
B₁	Amplification factor	F2.4e
C	Depth of cross section subjected to yield compressive stress, in. (mm)	H7.6a
C_d	Deflection amplification factor	B2
C_exp	Expected buckling strength, kips (N)	F2.4e
C'_exp	Expected post-buckling strength, kips (N)	.F2.4e
E	Elastic modulus of concrete, ksi (MPa)	.C1
F_i	Applied lateral seismic load at each story to cause the plastic collapse mechanism, kips (N)	.F5.3
F_y,HSS	Specified minimum yield stress of the half-circular or full-circular end section, ksi (MPa)	H7.6a
F_yp	Infill plate yield stress, ksi (MPa)	.F5.5c
F_ysc	Actual yield stress of steel core as determined from a coupon test, ksi (MPa)	.F4.2b
F_y,web	Specified minimum yield stress of the web, ksi (MPa)	H7.6a
H	Height of panel, in. (mm)	.F5.6c
H_i	Height from base to each story, in. (mm)	.F5.3
I	Moment of inertia of steel coupling beam, in.⁴ (mm⁴)	H4.3
I_g	Gross moment of inertia, in.⁴ (mm⁴)	.C1
I_s	Moment of inertia of bare steel beam, in.⁴ (mm⁴)	.C1
I_tr	Transformed moment of inertia of the beam and slab, in.⁴ (mm⁴)	.C1
L	Distance between column centerlines, in. (mm)	.E3.4a
L	Distance between vertical boundary element centerlines, in. (mm)	.F5.3
L	Bay width, in. (mm)	.F5.3
L	Width of panel, in. (mm)	.F5.6c
L	Distance between the centroids of wall piers, in. (mm)	H4.5b
L_b	Horizontal boundary element span, in. (mm)	F5.5c

Symbol	Definition	Section
L_h	Distance between beam plastic hinges, in. (mm)	E3.4a
M	Link end moment, kip-in. (N-mm)	F3.5b
M_f	Beam moment at face of column when the beam has achieved the maximum probable moment at the plastic hinge, M_pr, kip-in. (N-mm)	E3.6e.1
M_p	Plastic moment of the beam or column at the point of intersection with the knee brace, kip-in. (N-mm)	E1.2
M_pb	Nominal flexural strength of beam, kip-in. (N-mm)	E3.4a
M^*_pb	Plastic moment of a beam in the out-of-plane frame at the joint under consideration, kip-in. (N-mm)	E3.3
M^**_pb(j)	Projection of the nominal flexural strength of the beam to the centerline of the column, kip-in. (N-mm)	E3.4a
M_pc	Plastic moment of the column, kip-in. (N-mm)	D2.5c
M^*_pc	Nominal flexural strength of column, kip-in. (N-mm)	E3.4a
M^*_pc	Plastic moment of wall cross section, kip-in. (N-mm)	H7.2
M^*_pc(i)	Projection of the nominal flexural strength of the column to the centerline of the beam, kip-in. (N-mm)	E3.4a
M_pcx	Strong-axis plastic moment, kip-in. (N-mm)	E3.3
M^*_pcx	Plastic moment of the column in the plane of frame under consideration, kip-in. (N-mm)	E3.3
M_pcy	Weak-axis plastic moment, kip-in. (N-mm)	E3.3
M_pr	Probable moment, kip-in. (N-mm)	E3.3
M_PRe	Expected flexural strength of the PR connections framing into the joint, kip-in. (N-mm)	G4.4
M_prli, M_prri	Moments from plastic hinging of horizontal boundary element, kip-in. (N-mm)	F5.3
M_r	Required overturning moment at the base of the wall corresponding to the force, V_u, kip-in. (N-mm)	F5.3
M_y	Required out-of-plane flexural strength of the column taking into account all potential yielding beams that may contribute to the applied moment, kip-in. (N-mm)	E3.3
M_y	Flexural yield strength, kip-in. (N-mm)	H7.5a
P_bli, P_bri	Axial forces from horizontal boundary element, kips (N)	F5.3
P_max	Maximum compression force, kips (N)	F4.2b
P_si	Analysis return spring force, kips (N)	F5.3
P_w	Axial forces acting in the walls, kips (N)	H8.3c
P_y	Axial yield strength of the link, kips (N)	F3.5b.2
P_ysc	Required capacity of BRB, kips (N)	F4.4d
R	Seismic response modification coefficient	A1
R_bs	Pin-support reaction from a vertical boundary element model, kips (N)	F5.3
R_u	LRFD required shear strength of the panel zone, kips (N)	E3.6e.1
S	Elastic section modulus, in.³ (mm³)	D2.5b
T_exp	Expected yield strength, kips (N)	F2.4e
T_max	Maximum tension force within the deformations corresponding to 200% of the design earthquake displacement, kips (N)	F4.2b

Symbol	Definition	Section
V	Link beam shear, kips (N)	F3.5b
V_bl	Shear force at left end of all horizontal boundary elements, kips (N)	F5.3
V_br	Shear force at right end of all horizontal boundary elements, kips (N)	F5.3
V_col	Shear force in the portion of the column outside of the panel zone that occurs when the beams have achieved their probable maximum moment, kips (N)	E3.6e.1
V_e	Expected vertical shear strength of the special segment, kips (N)	E4.5c
V_e	Expected shear strength, at the base of the wall, determined for the web thickness supplied, kips (N)	F5.3
V'_exp	Brace story shear determined with the brace expected post-buckling compressive strength, kips (N)	F2.4e
V_r	Required shear strength at the base of the wall, kips (N)	F5.3
V_st	Shear strength contribution of the filled composite column calculated using Specification Section I4.2, kips (N)	D2.7
V_wn	Shear strength contribution of the web of the steel beam in through-beam connections calculated using Specification Equation G2-1, kips (N)	D2.7
Z_x	Plastic section modulus of the column in the plane of the frame under consideration, in.³ (mm³)	E3.3
Z_xbi	Horizontal boundary element plastic section modulus for story i, in.³ (mm³)	F5.3
Z_y	Plastic section modulus of the column out of plane of the frame under consideration, in.³ (mm³)	E3.3
a	One-half of the effective span of a coupling beam, in. (mm)	H4.5b
b	Depth of the steel web, in. (mm)	H7.6a
b_f	Width of column flange, in. (mm)	E3.6f.1
b_w	Effective shear width in. (mm)	D1.4b
d_b	Depth of brace, in. (mm)	F2.5c
d_c	Depth of column, in. (mm)	E3.6f.1
d_HSS	Diameter of HSS, in. (mm)	H7.6a
d_in	Inner diameter of the half-circular or full-circular end section, in. (mm)	H7.6a
g_effective	Effective span of the equivalent fixed-end beam used for analysis, in. (mm)	H4.3
h	Story height, in. (mm)	F3.4a
h'	Width of wall, in. (mm)	H5.5b
h_i	Story height from centerline of beam to centerline of beam, in. (mm)	E3.4a
h'_i	Clear height between beams, in. (mm)	E3.4a
k_bi	Horizontal boundary element spring stiffness at each story i, kip/in. (N/mm)	F5.3
n	Number of strips per panel; taken greater than or equal to 10	F5.6c
n	Number of coupling beams along the structure height	H8.3c
t_c	Thickness of concrete, in. (mm)	H7.6a
t_dp	Full doubler plate thickness, in. (mm)	E3.6e.3
t_pi	Infill plate thickness, in. (mm)	F5.5c

Symbol	Definition	Section
ts	Thickness of steel plate, in. (mm).	H7.6a
twi	Web thickness at level i, in. (mm) ..	.F5.3
x	Distance between intersection of beam and brace centerlines, in. (mm)	F3.5b.1
Abm	Brace deformation at the design earthquake displacement, in. (mm) ………..	K3.4
Aby	Brace yield deformation, in. (mm)	K3.4
Dp	Plastic story drift, in. (mm)	.F3.4a
Ως	System overstrength factor, as defined by FEMA 369	.F5.3
Χρ	Plastic link rotation angle, rad	.F3.4a
Ꮎ	Angle between the vertical and the longitudinal axis of the equivalent diagonal brace, degrees	.F5.3
ed	Story drift angle, computed as the story drift divided by the story height, rad	H4.5b
Op	Plastic story drift angle, rad	.F3.4a
λ	Cross-section shape factor for shear	H4.3
Χρ	Limiting width-to-thickness ratio for compact compression elements	D1.1b
Wo	Wall overstrength factor	H5.4
@xbi, @ybi	Distributed loads to be applied to the horizontal boundary element from plate yielding on each story i, kip/in. (N/mm)..	.F5.3
@xci, @yci	Distributed loads to be applied to the vertical boundary element from plate yielding on story i, kipin. (N/mm).	.F5.3
Wybi	Vertical component of infill plate stress, kip/in. (N/mm)	.F5.5c

End of chapter · NextChapter A General requirements