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Limit State Table: Connection Available StrengthShear | Single Plate, Through Plate, Single Angle
SHEARLIMITSTATETABLE3.19.2019
Page1of1
AISC360-10and14thEd.Manualpp.10-102to10-107
AISC360-16and15thEd.Manualpp.10-87to10-91
AISC360-10and14thEd.Manualpp.10-102to10-107
AISC360-16and15thEd.Manualpp.10-87to10-91
AISC360-10and14thEd.Manualpp.10-132to10-134
AISC360-16and15thEd.Manualpp.10-116to10-119
14thEd.Manualpp.10-167
15thEd.Manualpp.10-153
14thEd.Manualpp.10-168
15thEd.Manualpp.10-154
14thEd.Manualpp.10-169
15thEd.Manualpp.10-155
ROWNO.COLNO. A B C D E F
1 ShearWithNoEccentricity _ _ _ _
SpecSectionJ3.6atsupportedbeamwebboltswhereeccentricityislessthan3"and
oneverticalrowofboltsisusedperManualpp.10-133
SpecSectionJ3.6atsupportedbeamwebboltswhereeccentricityislessthan3"and
oneverticalrowofboltsisusedperManualpp.10-116
2 ShearWithEccentricityEffects
1) SpecSectionJ3.6
2)ConsidereccentricityperManualpp.10-103/104incombinationwithpp.7-6
andManual Tables 7-6 through 7-13
1) SpecSectionJ3.6
2) ConsidereccentricityperManualpp.10-88/89incombinationwithpp.7-6andManualTables
7-6through7-13
1) SpecSectionJ3.6
2) ConsidereccentricityperManualpp.10-103/104incombinationwithpp.7-6andManual
Tables7-6through7-13
1) SpecSectionJ3.6
2) ConsidereccentricityperManualpp.10-88/89incombinationwithpp. 7-6andManualTables
7-6through7-13
1) SpecSectionJ3.6
2)ConsidereccentricityperManualpp.10-133/135incombinationwithpp 7-6
andManual Tables 7-6 through 7-13
1) SpecSectionJ3.6
2)ConsidereccentricityperManualpp.10-118/120incombinationwithpp.7-6
andManual Tables 7-6 through 7-13
3 BoltBearingandTearoutWithNoEccentricity _ _ _ _
4 BoltBearingandTearoutWithEccentricityEffects
5 ShearYielding
6 ShearRupture
7 FlexuralYieldingSpecJ4.5perManualpp.10-104thru
10-105,andSpecEq.(F11-1)forextendedconfigurationonly
SpecJ4.5perManualpp.10-89thru10-90,andSpecEq.(F11-1)forextendedconfigurationonly
SpecJ4.5perManualpp.10-104thru10-105,andSpecEq.(F11-1)forextendedconfigurationonly
SpecJ4.5perManualpp.10-89thru10-90,andSpecEq.(F11-1)forextendedconfigurationonly
SpecJ4.5perManualpp.10-104thru10-105,andSpecEq.(F11-1)atanglelegswhere
eccentricityisconsidered(SeeBoltSectionabove)
SpecJ4.5perManualpp.10-89thru10-90,andSpecEq.(F11-1)atanglelegswhere
eccentricityisconsidered(SeeBoltSectionabove)
8 FlexuralRupture
9 FlexuralBuckling
10 BlockShearRupture
11 RotationalDuctilitySpecJ1.2perManualpp.
10-102thru10-105(conventionalorextendedconfiguration)
SpecJ1.2perManualpp.10-88thru10-90(conventionalorextendedconfiguration)
SpecJ1.2perManualpp.10-102thru10-105(conventionalorextended
configuration)
SpecJ1.2perManualpp.10-88thru10-90(conventionalorextendedconfiguration) SpecJ1.2perManualpp.10-132ORpp.9-14 SpecJ1.2perManualpp.10-116ORpp.9-17
12 Bearing _ _ _ _ _ _
13 Lateral-TorsionalBuckling ManualEq.(10-6) SpecF11.2 Considerlateral-torsionalbucklingperManualpp.10-168
Considerlateral-torsionalbucklingperManualpp.10-155 ManualEq.(10-6) SpecF11.2
14 DirectShear SpecSectionJ2.4andMinimumweldsizeperManualpp.10-102atHSSsupport
SpecSectionJ2.4andMinimumweldsizeperManualpp.10-87atHSSsupportforconventional
configuration
SpecSectionJ2.4;RefertoManualpp.10-168forweldstrengthatthroughplateconnections
SpecSectionJ2.4;RefertoManualpp.10-155forweldstrengthatthrough-plateconnections _ _
15 ShearWithEccentricityEffects _ _ _ _
SpecSectionJ2.4,ManualTable10-12andManualpp.10-134:UseInstantaneous
CenterofRotationMethodperTable8-10forweldtoHSSsupport
SpecSectionJ2.4,ManualTable10-12andManualpp.10-119:UseInstantaneousCenterofRotationMethodperTable8-10forweldto
HSSsupport
16 WallSlenderness Manualpp.10-167 Manualpp.10-153 _ _
17 HSSShearRuptureatWeld
18 HSSShearYieldingatWeld _ _ _ _
19ShearYielding(Punching)oftheHSSConnectingFace
SpecEq.(K1-3)
SubjecttolimitsinTableK1.1AorTableK1.2A
ManualEq.(10-7) _ _ _ _
20 YieldLinePlasticity _ _ _ _ _ _
21 AdditionalHSSProvisions _ _ _ _ GuidelinesforweldatHSScolumnworkableflatdimensionsperManualpp.10-169
GuidelinesforweldatHSScolumnworkableflatdimensionsperManualpp.10-155
22 BoltBearingandTearoutWithNoEccentricity _ SpecSectionJ3.10(ConventionalConfiguration
Only) _ _
23 BoltBearingandTearoutWithEccentricityEffects
SpecSectionJ3.10incombinationwithManualpp.7-6andManualTables7-6
through7-13_
24 WebLocalYielding _ _ _ _ _ _
25 WebCrippling _ _ _ _ _ _
26 BlockShearRupture
27 StrengthatCope
28 ShearYielding
29 ShearRupture
AdditionalProvisions 30
1)MaximumelementthicknessesperManualTable10-9forconventional
configurationandManualEq.(10-3)forextendedconfiguration
2) DimensionalLimitationsperManualpp.10-102/103forconventionalconfigurationandpp.10-104forextendedconfiguration
3) Manualpp.10-104foradditionaldesignchecksforextendedconfiguration
1)MaximumelementthicknessesperManualTable10-9forconventionalconfigurationandManualEq.(10-3)forextendedconfiguration
2)DimensionalLimitationsperManualpp.10-88forconventionalconfigurationandpp.10-89for
extendedconfiguration
3) Manualpp.10-89foradditionaldesignchecksforextendedconfiguration
4)Whenrequiredbytheapplicablebuildingcode,designforstructuralintegrityperSpecSection
B3.9 (b)and(c)
_1)Whenrequiredbytheapplicablebuildingcode,designforstructuralintegrityperSpec
SectionB3.9(b)and(c)_
1)Whenrequiredbytheapplicablebuildingcode,designforstructuralintegrityperSpec
SectionB3.9(b)and(c)
ManualEq.(9-2),andDG24FirstEditionEq.(2-4)
ManualEq.(9-2),andDG24FirstEditionEq.(2-4)
Whereeccentricityisnotconsidered(SeeBoltSectionAbove):SpecSectionJ3.10
ManualEq.(9-2),andDG24FirstEditionEq.(2-4)
SpecEq.(J4-5) SpecEq.(J4-5)
SpecSectionJ3.10incombinationwithManualpp.7-6andManualTables7-6through7-13 SpecSectionJ3.10incombinationwithManualpp.7-6andManual Tables7-6through7-13
BeamWeb
Welds
CopedBeam:SpecSectionJ4.3UncopedBeam:Notrequired
14thManualpp.9-6to9-915thManualpp.9-6to9-10
CopedBeam:SpecSectionJ4.2EqJ4-3UncopedBeam:Notrequired
CopedBeam:SpecSectionJ4.2EqJ4-4UncopedBeam:Notrequired
HSSColumn
DG24FirstEditionEq.(2-3)
SpecEq.(J4-3)
Manualpp.9-6thru9-9forextendedconfiguration
ThruPlate SingleAngle
SpecEq.(J4-3)
Bolts
SpecEq.(J4-4)
SpecEq.(J4-5)
SpecEq.(J4-4)
Whereeccentricityisnotconsidered(SeeBoltsectionabove):SpecSectionJ3.10
Manualpp.9-6thru9-9forextendedconfiguration
SpecJ4.5perChapFandManualpp.9-6atanglelegswhereeccentricityisconsidered(SeeBoltSectionabove)
SpecEq.(J4-3)
SpecEq.(J4-4)
SpecSectionJ3.10incombinationwithManualpp.7-6andManualTables7-6through7-13
ConnectionMaterial
ConnectionMaterial
LIMITSTATETABLE:CONNECTIONAVAILABLESTRENGTH
SHEARLOADPARALLELTOHSSLONGITUDINALAXIS
WFBeamConnectionstoRound,Rectangular,andSquareHSS
SinglePlate(ConventionalandExtendedConfigurations)
Element
LimitState
AISCSpecificationandManualReferences
AISCManualConsiderationsSpecifictoHSSElements
Manualpp.9-6thru9-9forextendedconfiguration
SpecSectionJ3.10incombinationwithManualpp.7-6andManualTables7-6through7-13 SpecSectionJ3.10incombinationwithManualpp.7-6andManualTables7-6through7-13
ManualEq.(9-4)forextendedconfiguration ManualEq.(9-4)forextendedconfiguration
__
See the Limit State Table Notes PDF available for download.
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Limit State Table: Connection Available StrengthShear | Double Angle, WT, Unstiffened Seat, Stiffened Seat
SHEARLIMITSTATETABLE3.19.2019
Page1of1
ROWNO.COLNO.
1 ShearwithNoEccentricity
2 ShearwithEccentricityEffects
3 BoltBearingandTearoutwithNoEccentricity
4 BoltBearingandTearoutwithEccentricityEffects
5 ShearYielding
6 ShearRupture
7 FlexuralYielding
8 FlexuralRupture
9 FlexuralBuckling
10 BlockShearRupture
11 RotationalDuctility
12 Bearing
13 Lateral-TorsionalBuckling
14 DirectShear
15 ShearwithEccentricityEffects
16 WallSlenderness
17 HSSShearRuptureatWeld
18 HSSShearYieldingatWeld
19ShearYielding(Punching)oftheHSSConnectingFace
20 YieldLinePlasticity
21 AdditionalHSSProvisions
22 BoltBearingandTearoutwithNoEccentricity
23 BoltBearingandTearoutwithEccentricityEffects
24 WebLocalYielding
25 WebCrippling
26 BlockShearRupture
27 StrengthatCope
28 ShearYielding
29 ShearRupture
AdditionalProvisions 30
BeamWeb
Welds
HSSColumn
Bolts
ConnectionMaterial
ConnectionMaterial
LIMIT STATE TABLE: CONNECTION AVAILABLE STRENGTH
Element
LimitState
AISCSpecificationandManualReferences
AISCManualConsiderationsSpecifictoHSSElements
AISC360-10and14thEd.Manualpp.10-7
to10-12
AISC360-16and15thEd.Manualpp.10-7
to10-12
AISC360-10and14thEd.Manualpp.10-138to10-139
AISC360-16and15thEd.Manualpp.
10-123to10-124
AISC360-10and14thEd.Manualpp.10-84to10-88
AISC360-16and15thEd.Manualpp.10-69
to10-73
AISC360-10and14thEd.Manualpp.10-93
to10-96
AISC360-16and15thEd.Manualpp.10-78to
10-81and10-153
14thEd.Manualpp.10-167
15thEd.Manualpp.10-152
SimilartoDoubleAngleConsiderationsperManualpp.10-
167
SimilartoDoubleAngleConsiderationsperManualpp.
10-152
14thEd.Manualpp.10-167
15thEd.Manualpp.10-153
14thEd.Manualpp.10-168
15thEd.Manualpp.10-153
G H J K L M N O
SpecSectionJ3.6atsupportedbeamwebboltswhereeccentricityisless
than3"andoneverticalrowofboltsisusedperManualpp.10-8
SpecSectionJ3.6atsupportedbeamwebboltswhereeccentricityisless
than3"andoneverticalrowofboltsisusedperManualpp.
10-9
_ _ _ _ _ _
1) SpecSectionJ3.6
2)ConsidereccentricityperManualpp.10-138incombinationwith
manualpp.7-6andManualTables7-6through7-13
1) SpecSectionJ3.6
2)ConsidereccentricityperManualpp.10-123/124in
combinationwithmanualpp7-6andManualTables7-6through
7-13
_ _ _ _
_ _ _ _ _ _
_ _ _ _
_ _ _ _
_ _
SpecJ4.5perManualpp.10-104thru10-105,andSpecEq.(F11-1)atanglelegswhereeccentricityisconsidered
(SeeBoltSectionabove)
SpecJ4.5perManualpp.10-89thru10-90,andSpecEq.(F11-1)atanglelegswhereeccentricityisconsidered(SeeBoltSection
above)
_ _
_ _ _ _ _ _
_ _
_ _ _ _
SpecJ1.2perManualpp.10-9ORpp.9-14
SpecJ1.2perManualpp.10-9ORpp.9-17
SpecJ1.2perManualpp.10-139ANDpp.9-14Eqs.(9-36)thru(9-38)
SpecJ1.2perManualpp.10-124ANDEqs.(9-37)thru(9-39) SpecJ1.2perManualpp.10-84 SpecJ1.2perManualpp.10-70 SpecJ1.2perManualpp.10-94 SpecJ1.2perManualpp.10-79
_ _ _ _
_ _ ManualEq.(10-6) SpecF11.2 _ _ _ _
_ _ _ _
SpecSectionJ2.4,ManualTable10-6,andManualEq.(10-2)onpp.10-
87forweldstotheHSSsupport
SpecSectionJ2.4,ManualTable10-6,and
ManualEq.(10-2)onpp.10-72forweldstotheHSSsupport
SpecSectionJ2.4,ManualTable10-8,andManualpp.10-95;
UseelasticmethodforweldtoHSSsupport
SpecSectionJ2.4,ManualTable10-8,andManualpp.10-80;
UseelasticmethodforweldtoHSSsupport
_ _ _ _ _ _ Manualpp.10-168forverticalstiffenerplate
Manualpp.10-153forverticalstiffenerplate
_ _ _ _ _ _ _ _
_ _ _ _ _ _
SpecEq.(K1-3)
SubjecttolimitsinTableK1.1AorTableK1.2A
ManualEq.(10-7)atverticalstiffenerplate
WhereconnectionisappliedatadistancefromtheHSSmember
endlessthan[B*sqrt(1-β)],Rnshallbereducedby50%.See
Note3
_ _ _ _ _ _ Manualpp.10-168andTable10-15
Manualpp.10-153andTable10-15
GuidelinesforweldtoHSScolumnworkableflatdimensionsperManual
pp.10-167
GuidelinesforweldtoHSScolumnworkableflatdimensionsperManual
pp.10-152
SimilartoDoubleAngleConsiderationsperManualpp.10-167
SimilartoDoubleAngleConsiderationsperManualpp.
10-152_ _
_ _ _ _
_ _ _ _ _ _ _ _
_ _ _ _ SpecJ10.2ManualEq.(9-45)
SpecJ10.2ManualEq.(9-46)
SpecJ10.2ManualEq.(9-45)
SpecJ10.2ManualEq.(9-46)
_ _ _ _ SpecJ10.3ManualEq.(9-47)and(9-48)
SpecJ10.3ManualEq.(9-48)and(9-49)
SpecJ10.3ManualEq.(9-47)and(9-48)
SpecJ10.3ManualEq.(9-48)and(9-49)
_
1)Whenrequiredbytheapplicablebuildingcode,designforstructural
integrityperSpecSectionB3.9(b)and(c)
Recommendedteelengthandflange/webthicknessesperManual
pp.10-139
1) Recommendedteelengthandflange/webthicknessesper
Manualpp.10-124
2) Whenrequiredbytheapplicablebuildingcode,designforstructuralintegrityperSpec
SectionB3.9(b)and(c)
_
1) Whenrequiredbytheapplicablebuildingcode,designforstructuralintegrityperSpec
SectionB3.9(b)and(c)
1) ConnectiongeometryprovisionsperManualFig.10-10
2) StiffenerplatethicknessperManualpp.10-95
1) ConnectiongeometryprovisionsperManualFig.10-10
2) StiffenerplatethicknessperManualpp.10-80
3) Whenrequiredbytheapplicablebuildingcode,designforstructuralintegrityperSpec
SectionB3.9(b)and(c)
SpecSectionJ3.10SpecSectionJ3.10
ManualEq.(9-2),andDG24FirstEditionEq.(2-4)
ManualEq.(9-2),andDG24FirstEditionEq.(2-4)
SpecEq.(J4-5)
CopedBeam:SpecSectionJ4.3UncopedBeam:Notrequired
14thManualpp.9-6to9-915thManualpp.9-6to9-10
CopedBeam:SpecSectionJ4.2EqJ4-3UncopedBeam:Notrequired
CopedBeam:SpecSectionJ4.2EqJ4-4UncopedBeam:Notrequired
SpecEq.(J4-3)
SpecJ4.5perChapFandManualpp.9-6
ManualTable10-15
ManualEq.(9-2),andDG24FirstEditionEq.(2-4)
ManualEq.(9-2),andDG24FirstEditionEq.(2-4)
SpecJ7SpecJ7
SpecSectionJ2.4,ManualTable10-2,andManualEq.(10-1)onpp.10-11forWeldBtoSupport;UseInstantaneous
CenterofRotationMethodperTable8-8forWeldAtoBeamWeb
SpecEq.(J4-3)SpecEq.(J4-3)
DoubleAngle
SpecEq.(J4-5)
WT
SpecSectionJ3.10
SpecSectionJ3.10incombinationwithManualpp.7-6andManualTables7-6through7-13SpecSectionJ3.10,Manualpp.7-6,andManualTables7-6through7-13
SpecSectionJ3.6incombinationwithManualpp.7-6andManualTables7-6through7-13
SpecSectionJ2.4atHSSsupport SpecSectionJ2.4atHSSsupport
SpecSectionJ2.4,ManualTable10-2,andManualEq.(10-1)onpp.10-11forWeldBtoSupport;Use
InstantaneousCenterofRotationMethodperTable8-8forWeldAtoBeamWeb
LIMITSTATETABLE:CONNECTIONAVAILABLESTRENGTH
SHEARLOADPARALLELTOHSSLONGITUDINALAXIS
WFBeamConnectionstoRound,Rectangular,andSquareHSS
Manualpp.9-6thru9-9
ManualEq.(9-4)
SpecEq.(J4-3)
SpecEq.(J4-4)SpecEq.(J4-4)
UnstiffenedSeat StiffenedSeat
See the Limit State Table Notes PDF available for download.
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3.19.2019
Page1OF1
AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual
ROWNO.COLNO.
A B C D E F
1 Out-of-PlanePlateBending
TableK1.1toplinerightside(noequationnumber)
SubjecttolimitsinTableK1.1A
SpecEq.(K2-1b)inTableK2.1
SubjecttolimitsinTableK2.1A
_ _ _ _
2 In-PlanePlateBending _ _
TableK1.1secondlinerightside(noequationnumber)
SubjecttolimitsinTableK1.1A
SpecEq.(K2-2b)inTableK2.1
SubjecttothelimitsinTableK2.1A
_ _
3 LocalTensionYieldingofStemPlate
4LocalCompressionYieldingandBucklingofStemPlate
5 ConnectionEndDistance SeeNote3 SpecTableK2.1A SeeNote3 SpecTableK2.1A _ _
6 HSSLocalYielding
SpecEq.(K1-1)inTableK1.1
SubjecttolimitsofK1.1A
SpecEq.(K2-1A)inTableK2.1
SubjecttothelimitsofK2.1A
_ _
SpecEq.(K1-4)inTableK1.1
SubjecttothelimitsofK1.1A
If(5tb+b)<DSpecEq.(J10-2):
k=tp(CommentaryforSectionK2.3pp.16.1-467thru468and
FigureC-K2.2)
Fy=FyofHSS
lb=b(transverseplatethk)
tw=tdes
Rnshallbedoubledfor2HSSsidewalls
If(5tp+b)>D:SpecEq.(J4-1):FyandAgofHSS
7 LocalYieldingofHSSSidewalls _ _ _ _ SeeHSSLocalYieldinglimitstateabove
SeeHSSLocalYieldinglimitstateabove
8 PlastificationoftheHSSChordConnectingFace _ _
SpecEq.(K1-2)inTableK1.1
SubjecttothelimitsofK1.1A
SpecEq.(K2-2A)inTableK2.1
SubjecttothelimitsofK2.1A
_ _
9 ShearYielding(Punching)oftheHSSChordConnectingFace _ _ _ _ _ _
10 LocalCrippling/BucklingofHSSSidewalls _ _ _ _
AdditionalProvisions
_ _ _ _ _ _
HSSColumn
HSSColumn
HSSColumn
AXIALLOADPERPENDICULARTOHSSLONGITUDINALAXIS
LIMITSTATETABLE:CONNECTION AVAILABLE STRENGTH
SpecEq.(J4-1) SpecEq.(J4-1) SpecEq.(J4-1)
SpecEq.(J4-6)
LocalcripplingofHSSsidewallsislikelynottogovernoverHSSlocalyieldingforpracticalconnectionsperDG24
Section7.4
Plate
LimitState
Element
SpecEq.(J4-6)
AISCSpecificationandManualReferences
TransversePlateT- andCross-Connections LongitudinalPlateT-,Y-,andCross-Connections CapPlateConnections
Plate-to-RoundHSSConnections
SpecEq.(J4-6)
Limit State Table: Connection Available StrengthAxial | Plate-to-Round HSS Connections
See the Limit State Table Notes PDF available for download.
Page 4
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Limit State Table: Connection Available StrengthAxial | Plate-to-Rectangular HSS Connections
AXIALLIMITSTATETABLE2.12.2020
Page1OF1
ROWNO.COLNO.
1 Out-of-PlanePlateBending
2 In-PlanePlateBending
3 LocalTensionYieldingofStemPlate
4LocalCompressionYieldingandBucklingofStemPlate
5 ConnectionEndDistance
6 HSSLocalYielding
7 LocalYieldingofHSSSidewalls
8 PlastificationoftheHSSChordConnectingFace
9 ShearYielding(Punching)oftheHSSChordConnectingFace
10 LocalCrippling/BucklingofHSSSidewalls
AdditionalProvisions
HSSColumn
HSSColumn
HSSColumn
LIMIT STATE TABLE: CCOONNNNEECCTTIIOONN AAVVAAIILLAABBLLEE SSTTRREENNGGTTHH
Plate
LimitState
Element
AISCSpecificationandManualReferences AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
G H J K L M N O P Q
_ _ _ _ _ _ _ _ _ _
_ _ _ _ _ _ _ _ _ _
SpecEq.(K1-7)inTableK1.2
SubjecttothelimitsinTableK1.2A
Spec.Eq.(J4-1):Ag=BetpwithBeperSpec
Eq.(K1-1)SpecEq.(K1-7)
Spec.Eq.(J4-1):Ag=BetpwithBeperSpec
Eq.(K1-1)
SpecEq.(K1-7)inTableK1.2
SubjecttothelimitsinTableK1.2A
Spec.Eq. (J4-6):Ag=BetpwithBeperSpec
Eq.(K1-1)SpecEq.(K1-7)
Spec.Eq.(J4-6):Ag=BetpwithBeperSpec
Eq.(K1-1)
_ _
_ _ _ _ _ _ _ _
SpecEq.(K1-14)inTableK1.2
SubjecttothelimitsofK1.2A
If(5tb+b)<B:SpecEq.(J10-2):
k=tp(CommentaryforsectionK2.3pp.16.1-467
thru468andFigureC-K2.2)Fy=FyofHSS
lb=b(transverseplatethk)
tw=tdes
Rnshallbedoubledfor2HSSsidewalls
If(5tb+b)>B:SpecEq.(J4-1):
FyandAgofHSS
SpecEq.(K1-9)inTableK1.2
SubjecttothelimitsinTableK1.2A
ForconnectionsgreaterthandfromHSSmember
end,SpecEq.(J10-2):Fyw=FyofHSS
tw=2*tdes
lb=tp
k=cornerradius>1.5*tdes
ForconnectionslessthandfromHSSmemberend,use
SpecEq.(J10-3)
SpecEq.(K1-9)inTableK1.2
SubjecttothelimitsinTableK1.2A
ForconnectionsgreaterthandfromHSSmemberend,
SpecEq.(J10-2):Fyw=FyofHSS
tw=2*tdes
lb=tp
k=cornerradius>1.5*tdes
ForconnectionslessthandfromHSSmemberend,use
SpecEq.(J10-3)
_ _ _ _ SeeHSSLocalYieldinglimitstateabove
SeeHSSLocalYieldinglimitstateabove
Note:Notlistedasitwasperceivedasnon-
governing(unlessmajorcompressionloadexistsin
theHSS)
Toperformthischeck,SpecEq.(K2-7)canbeused:
t=tdes(HSSwallthk)
β=Bb/Bwhere
Bb=Bp(transplatewidth)B=B(HSSwidth)
η =lb/Bwhere
lb=tp(transplatethk)
SpecSectionJ10.10,J4.5,andManualEq.(9-30):
T=BL=tp(transplatethk)
tp=tdes(HSSwallthk)
c=Bp
a=b=(B-Bp)/2
QfperSpecEq.(K2-3)withB/t<30perManual
page9-15φ=1.00,Ω=1.50
WhereconnectionisappliedatadistancefromtheHSSmemberendless
thanasspecifiedforManualEq.(9-30),Rnshall
bereducedby50%
Note:Notlistedasitwasperceivedasnon-
governing(unlessmajorcompressionloadexists
in theHSS)
Toperformthischeck,SpecEq.(K2-7)canbeused:
t=tdes(HSSwallthk)
β=Bb/Bwhere
Bb=Bp(transplatewidth)B=B(HSSwidth)
h=lb/Bwhere
lb=tp(transplatethk)
SpecSectionJ10.10,J4.5,andManualEq.(9-30):
T=BL=tp(transplatethk)
tp=tdes(HSSwallthk)
c=Bp
a=b=(B-Bp)/2
QfperSpecEq.(K2-3)withB/t<30perManual
page9-15φ=1.00,Ω=1.50
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanas
specifiedforManualEq.(9-30),Rnshallbereducedby
50%
SpecEq.(K1-12)inTableK1.2
SubjecttolimitsinTableK1.2A
SpecSectionJ10.10,J4.5,andManualEq.(9-30):
T=Bc=tp
a=b=(B-tp)/2
L=lb
QfperSpecEq.(K2-3)withB/t<30perManual
page9-15φ=1.00,Ω=1.50
WhereconnectionisappliedatadistancefromtheHSSmemberendless
thanasspecifiedforManualEq.(9-30),Rnshall
bereducedby50%
SpecEq.(K1-13)inTableK1.2
SubjecttolimitsinTableK1.2A
SpecSectionJ10.10,J4.5,andManualEq.(9-30):
T=Bc=tp
a=b=(B-tp)/2
L=lb
QfperSpecEq.(K2-3)withB/t<30perManual
page9-15Rnshallbedoubledfor2
HSSsidewallsφ =1.00,Ω=1.50
WhereconnectionisappliedatadistancefromtheHSSmemberendless
thanasspecifiedforManualEq.(9-30),Rnshall
bereducedby50%
_ _
SpecEq.(K1-8)inTableK1.2
SubjecttothelimitsinTableK1.2A
SpecSectionJ10.10andManualEq.(9-29):
tp=tdes(HSS)
Fy=FyofHSS
L=tp(plate)
φ =0.95,Ω=1.58
Whereconnectionisappliedatadistancefrom
theHSSmemberendless
than[B*sqrt(1-β)],Rnshallbereducedby50%.
SeeNote3
SpecEq.(K1-8)inTableK1.2
TableK1.2A
SpecSectionJ10.10andManualEq.(9-29):
tp=tdes(HSS)
Fy=FyofHSSceff = Be Spec Eq. (K1-1)
but deleting the (Fyt/Fybtb) term (See Note 8)
L=tp(plate)
φ =0.95,Ω=1.58 WhereconnectionisappliedatadistancefromtheHSS
memberendlessthan[B*sqrt(1-β)],Rnshallbe
reducedby50%.SeeNote3
_ _ _ _ _ _
SpecEq.(K1-10)inTableK1.2
SubjecttothelimitsinTableK1.2A
SpecEq.(J10-4)Fyw=FyofHSS
tw=tf=tdes
d=H-3tdes
lb=tp
Rnshallbedoubledfor2HSSsidewalls
Tension:Qf=1.0
Compression:QfperSpecEq(K3-14)TableK3.2
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,useEqn(J10-5a)
SpecEq.(K1-11)inTableK1.2
SubjecttothelimitsinTableK1.2A
SpecEq.(J10-8)Fyw=FyofHSS
tw=tdes
h=H-3tdes
Rnshallbedoubledfor2HSSsidewalls
Tension:Qf=1.0
Compression:QfperSpecEq(K3-14)
TableK3.2
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,Rnshallbereducedby50%
_ _ _ _
SpecEq.(K1-15)inTableK1.2
SubjecttothelimitsinTableK1.2A
SpecEq.(J10-4)Fyw=FyofHSS
tw=tdes(HSSwallthk)
tf=tp(capplatethk)
lb=transverseplatethkd=B/2
Rnshallbedoubledfor2HSSsidewalls
Qfisomitted
If(5tp+b)>B:SpecEq.(J4-1):
FyandAgofHSS
_ _
Ifthewidthofthetransverseplateexceedsthewidthof
theHSSmember(notrecommended),thenthe
maximumplatewidththatcanbeusedincalculationsis
Bp=Bandβmax=1.0
_ _ _ _
LIMITSTATETABLE:CONNECTIONAVAILABLESTRENGTH
AXIALLOADPERPENDICULARTOHSSLONGITUDINALAXIS
SpecEq.(J4-1) SpecEq.(J4-1)SpecEq.(J4-1)
SpecEq.(J4-6) SpecEq.(J4-6)SpecEq.(J4-6)
SeeNote3 SeeNote3 SeeNote3 SeeNote3
LongitudinalPlateT-,Y-andCross-Connections LongitudinalThroughPlateT-andY-Connections CapPlateConnections
Plate-to-RectangularHSSConnections
TransversePlateCross-ConnectionsTransversePlateT-Connections
See Note 6
See Note 6
If a shear load is also applied parallel to the longitudinal axis of the HSS section, refer to the
Shear Table Single Plate connection for corresponding limit states
ceff = Be Spec Eq. (K1-1) but deleting the
(Fyt/Fybtb) term (See Note 8)
Ifthewidthofthetransverseplateexceedsthewidthof
theHSSmember(notrecommended),thenthe
maximumplatewidththatcanbeusedincalculationsis
Bp=Bandβmax=1.0
Subject to the limits in
See the Limit State Table Notes PDF available for download.
Page 5
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Limit State Table: Connection Available StrengthTruss | Round HSS-to-HSS Truss Connections
TRUSSLIMITSTATETABLE2.12.20
Page1of1
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
ROWNO.COLNO.
A B C D E F G H
1 PlastificationoftheHSSChordConnectingFace
SpecEq.(K2-2)TableK2.1
SubjecttolimitsinTableK2.1A
SpecEq.(K3-2)TableK3.1
SubjecttolimitsinTableK3.1A
SpecEq.(K2-3)TableK2.1
SubjecttolimitsinTableK2.1A
SpecEq.(K3-3)TableK3.1
SubjecttolimitsinTableK3.1A
SpecEq.(K2-4)and(K2-5)TableK2.1
SubjecttolimitsinTableK2.1A
SpecEq.(K3-4)and(K3-5)TableK3.1
SubjecttolimitsinTableK3.1A
SpecEq.(K2-4)and(K2-5)TableK2.1
SubjecttolimitsinTableK2.1A
SpecEq.(K3-4)and(K3-5)TableK3.1
SubjecttolimitsinTableK3.1A
2 ShearYielding(Punching)oftheHSSChordConnectingFace
ForDb<(D-2t):SpecEq.(K2-1)
TableK2.1
SubjecttolimitsinTableK2.1A
ForDb<(D-2t):SpecEq.(K3-1)
TableK3.1
SubjecttolimitsinTableK3.1A
ForDb<(D-2t):SpecEq.(K2-1)
TableK2.1
SubjecttolimitsinTableK2.1A
ForDb<(D-2t):SpecEq.(K3-1)
TableK3.1
SubjecttolimitsinTableK3.1A
ForDb<(D-2t):SpecEq.(K2-1)
TableK2.1
SubjecttolimitsinTableK2.1A
ForDb<(D-2t):SpecEq.(K3-1)
TableK3.1
SubjecttolimitsinTableK3.1A
_ _
3LocalYieldingofHSSChord
_ _ _ _ _ _ _ _
4LocalCripplingofHSSChord
_ _ _ _ _ _ _ _
5LocalBucklingofHSSChord
_ _ _ _ _ _ _ _
6LocalYieldingofHSSBranch(es)DuetoUnevenLoadDistribution
_ _ _ _ _ _ _ _
7ShearYieldingofHSSChord
_ _ _ _ _ _
HSS-TO-HSSTRUSSCONNECTIONSLIMITSTATETABLE:CONNECTIONAVAILABLESTRENGTH
AISCSpecificationandManualReferences
LimitState
T-andY-Connections Cross-Connections K-ConnectionswithGap K-ConnectionswithOverlap
ROUNDHSS-TO-HSSTRUSSCONNECTIONS
See Note 7 See Note 7
See the Limit State Table Notes PDF available for download.
Page 6
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Limit State Table: Connection Available StrengthTruss | Rectangular HSS-to-HSS Truss Connections
Bej=10
Bbj/tbj
Fybjtbj Bbi ≤ Bbi( )Fybitbi
Bei=10B/t
Fyt Bbi ≤ Bbi( )Fybitbi
TRUSSLIMITSTATETABLE2.12.20
Page1of1
ROWNO.COLNO.
1 PlastificationoftheHSSChordConnectingFace
2 ShearYielding(Punching)oftheHSSChordConnectingFace
3 LocalYieldingofHSSChordSidewalls
4LocalCripplingofHSSChordSidewalls
5 LocalBucklingofHSSChordSidewalls
6LocalYieldingofHSSBranch(es)DuetoUnevenLoadDistribution
7 ShearYieldingofHSSChordSidewall
LIMIT STATE TABLE: CONNECTION AVAILABLE STRENGTH
AISCSpecificationandManualReferences
LimitState
AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual AISC360-10and14thEd.
Manual AISC360-16and15thEd.Manual AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual
I J K L M N P Q
Whenβ<0.85:SpecEq.(K2-7)
TableK2.2
SubjecttolimitsinTableK2.2A
SpecSectionJ10.10,J4.5,andManualEq.(9-30):
Rn=PnsinθT=Bc=Bb
a=b=(B-Bb)/2
L=lb=Hb/sinθ
QfperSpecEq.(K2-3)withB/t<30perManual
page9-15
WhereconnectionisappliedclosetotheHSSmemberendperEq.(9-30),
Rnshallbereducedby50%
Whenβ<0.85:SpecEq.(K2-7)
TableK2.2
SubjecttolimitsinTableK2.2A
SpecSectionJ10.10,J4.5,andManualEq.(9-30):
Rn=PnsinθT=Bc=Bb
a=b=(B-Bb)/2
L=lb=Hb/sinθ
QfperSpecEq.(K2-3)withB/t<30perManual
page9-15
WhereconnectionisappliedclosetotheHSSmemberendperEq.(9-30),Rnshall
bereducedby50%
Spec.Eq.(K2-14)TableK2.2
SubjecttolimitsinTableK2.2A
Spec.Eq.(K3-7)TableK3.2
SubjecttolimitsinTableK3.2A
_ _
For0.85<β<1-1/γorB/t<10:
SpecEq.(K2-8)TableK2.2
SubjecttolimitsinTableK2.2A
SpecSectionJ10.10andManualEq.(9-29)
Rn=Pnsinθ
tp=tdesofchord
Fy=Fyofchord
L=Hb/sinθ
ceff=BeSpecEq.(K1-1)butdeleting
the(Fyt/Fybtb)term(SeeNote8)
φ =0.95,Ω=1.58
WhereconnectionisappliedatadistancefromtheHSSmemberend
lessthan[B*sqrt(1-β)],Rnshallbereducedby50%.
SeeNote3
For0.85<β<1-1/γorB/t<10:
SpecEq.(K2-8)TableK2.2
SubjecttolimitsinTableK2.2A
SpecSectionJ10.10andManualEq.(9-29)
Rn=Pnsinθ
tp=tdesofchord
Fy=Fyofchord
L=Hb/sinθ
ceff=BeSpecEq.(K1-1)butdeletingthe
(Fyt/Fybtb)term(SeeNote8)
φ =0.95,Ω=1.58
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthan
[B*sqrt(1-β)],Rnshallbereducedby50% SeeNote3
WhenBb<B-2t:Spec.Eq.(K2-15)
TableK2.2
SubjecttolimitsinTableK2.2A
Noneedtocheckforsquarebranches
WhenBb<B-2t:Spec.Eq.(K3-8)
TableK3.2
SubjecttolimitsinTableK3.2A
Noneedtocheckforsquarebranches
_ _
Whenβ=1.0:SpecEq.(K2-9)
TableK2.2
SubjecttolimitsinTableK2.2A
ForconnectionsgreaterthandfromHSSmemberend,SpecEq.(J10-2):
Rn=Pnsinθ
tw=2*tdes
lb=Hb/sinθk=cornerradius≥
1.5*tdes
ForconnectionslessthandfromHSSmemberend,useSpecEq.
(J10-3)
Whenβ=1.0:SpecEq.(K2-9)
TableK2.2
SubjecttolimitsinTableK2.2A
ForconnectionsgreaterthandfromHSSmemberend,
SpecEq.(J10-2):
Rn=Pnsinθ
tw=2*tdes
lb=Hb/sinθk=cornerradius≥
1.5*tdes
ForconnectionslessthandfromHSSmemberend,useSpecEq.(J10-3)
_ _ _ _
Whenβ=1.0:SpecEq.(K2-10)
TableK2.2
SubjecttolimitsinTableK2.2A
SpecEq.(J10-4):
Rn=Pnsinθ
tw=tf=tdes
lb=Hb/sinθ
d=H-3tdes
Rnshallbedoubledfor2HSSsidewalls
Tension:Qf=1.0
Compression:QfperSpecEq(K3-14)
TableK3.2
WhereconnectionisappliedatadistancefromtheHSSmemberend
lessthanH/2,useEqn(J10-5a)
Notlistedasitwasperceivedasnon-governing
SpecEq.(J10-4):
Rn=Pnsinθ
tw=tf=tdes
lb=Hb/sinθ
d=H-3tdes
Rnshallbedoubledfor2HSSsidewalls
Tension:Qf=1.0
Compression:QfperSpecEq(K3-14)
TableK3.2
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,
useEqn(J10-5a)
_ _ _ _
_ _
Whenβ=1.0:SpecEq.(K2-11)
TableK2.2
SubjecttolimitsinTableK2.2A
SpecEq.(J10-8):
Rn=Pnsinθ
tw=tdesh=H-3tdes
Rnshallbedoubledfor2HSSsidewalls
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,
Rnshallbereducedby50%
_ _ _ _
Whenβ>0.85:SpecEq.(K2-12)
TableK2.2
SubjecttolimitsinTableK2.2A
Spec.Eq.J4-1usingBeperSpecEqn.(K1-1):
Ag=tb(2Hb+2Be-4tb)
When β>0.85:SpecEq.(K2-12)
TableK2.2
SubjecttolimitsinTableK2.2A
Spec.Eq.(J4-1)usingBeperSpecEqn.(K1-1):
Ag=tb(2Hb+2Be-4tb)
Spec.Eq.(K2-16)TableK2.2
SubjecttolimitsinTableK2.2A
Noneedtocheckforsquarebranches
orifB/t>15
Spec.Eq.(K3-9)TableK3.2
SubjecttolimitsinTableK3.2A
Noneedtocheckforsquarebranches
orifB/t>15
Spec.Eq.(K2-17)to(K2-22)TableK2.2
SubjecttolimitsinTableK2.2A
Spec.Eq.(K3-10)to(K3-13)TableK3.2
Beiistheeffectivewidthoftheoverlappingbranch'i'whentheheeloftheoverlappingtransversebranchwall
landsonthesurfaceofthechord.
Bejistheeffectivewidthofthe
overlappedbranch'j'whentheheeloftheoverlappingtransversebranchwalllandsonthesurfaceoftheoverlapped
branch.SeeBejequationbelow.
SubjecttolimitsinTableK3.2A
_ _
Forθ<90degreesandinProjectedGapRegion:
SpecSectionG5andEq.(G2-1):
Vn=Pnsinθ
Aw=2htdes
h=H-3tdes
CvperSectG2.1.b
withkv=5
SubjecttolimitsinTableK2.2A
InProjectedGapRegionBetween
InclinedBranches,wherecosθ>Hb/H:
SpecEq.(G4-1):
Vn=Pnsinθ
Aw=2htdes
h=H-3tdes
Cv2perSectG2.2
withh/tw=H/tdes,kv=5
See Note 7
IntheGapRegion:
SpecSectionG5andEq.(G2-1):
Vn=Pnsinθ
Aw=2htdes
h=H-3tdes
CvperSectG2.1.b
withkv=5
SubjecttolimitsinTableK2.2A
Checknotnecessaryforsquarechords
IntheGapRegion:
SpecEq.(G4-1):
Vn=Pnsinθ
Aw=2htdes
h=H-3tdes
Cv2perSectG2.2
withh/tw=H/tdes,kv=5
SubjecttolimitsinTableK3.2A
Checknotnecessaryforsquarechords. See Note 7
_ _
LIMITSTATETABLE:CONNECTIONAVAILABLESTRENGTHHSS-TO-HSSTRUSSCONNECTIONS
GappedK-Connections
RECTANGULARHSS-TO-HSSTRUSSCONNECTIONS
T-andY-Connections OverlappedK-ConnectionsCrossConnections
𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵= 10/𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵/𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵 𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵≤ 𝐵𝐵𝐵𝐵𝐵𝐵𝐵
𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵= 10/𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵/𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵 𝐵𝐵𝐵𝐵𝐵𝐵𝐵 𝐵𝐵𝐵𝐵𝐵𝐵𝐵𝐵 ≤𝐵𝐵𝐵𝐵𝐵𝐵𝐵
See the Limit State Table Notes PDF available for download.
Bej =10 Fybjtbj Bbi < Bbi( )Bbj /tbj Fybitbi
Bei =10 Fyt Bbi < Bbi( )B/t Fybitbi
Page 7
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Limit State Table: Connection Available StrengthMoment | Round HSS-to-HSS Moment Connections
MOMENTLIMITSTATETABLE 2.12.2020
Page1of1
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
AISC360-10and14thEd.Manual
AISC360-16and15thEd.Manual
ROWNO.
COLNO. A B C D
1 PlastificationoftheHSSChordConnectingFace
SpecEq.(K3-1)TableK3.1
SubjecttolimitsinTableK3.1A
SpecEq.(K4-1)TableK4.1
SubjecttolimitsinTableK4.1A
SpecEq.(K3-3)TableK3.1
SubjecttolimitsinTableK3.1A
SpecEq.(K4-3)TableK4.1
SubjecttolimitsinTableK4.1A
2 ShearYielding(Punching)oftheHSSChordConnectingFace
SpecEq.(K3-2)whenDb<(D-2t)
TableK3.1
SubjecttolimitsinTableK3.1A
SpecEq.(K4-2)whenDb<(D-2t)
TableK4.1
SubjecttolimitsinTableK4.1A
SpecEq.(K3-4)whenDb<(D-2t)
TableK3.1
SubjecttolimitsinTableK3.1A
SpecEq.(K4-4)whenDb<(D-2t)
TableK4.1
SubjecttolimitsinTableK4.1A
3 LocalYieldingofHSSChord _ _ _ _
4 Local Crippling of HSS Chord _ _ _ _
5 Local Buckling of HSS Chord _ _ _ _
6LocalYieldingofBranch/BranchesDuetoUnevenLoadDistribution
_ _ _ _
7ChordDistortionalFailureatT-andUnbalancedCross-Connections
_ _ _ _
AISCSpecificationandManualReferences
LimitState
Branch(es)UnderIn-PlaneBendingT-,Y-,andCrossConnections
Branch(es)UnderOut-of-PlaneBendingT-,Y-,andCrossConnections
LIMITSTATETABLE:CONNECTION AVAILABLE STRENGTHHSS-TO-HSS MOMENT CONNECTIONS
ROUNDHSS-TO-HSSMOMENTCONNECTIONS
See the Limit State Table Notes PDF available for download.
Page 8
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Limit State Table: Connection Available StrengthMoment | Rectangular HSS-to-HSS Moment Connections
MOMENTLIMITSTATETABLE 2.12.2020
Page1of1
ROWNO.COLNO.
1 PlastificationoftheHSSChordConnectingFace
2 ShearYielding(Punching)oftheHSSChordConnectingFace
3 LocalYieldingofHSSChordSidewalls
4LocalCripplingofHSSChordSidewalls
5LocalBucklingofHSS ChordSidewalls
6LocalYieldingofBranch/BranchesDuetoUnevenLoadDistribution
7ChordDistortionalFailureatT-andUnbalancedCross-Connections
AISCSpecificationandManualReferences
LimitState
LIMIT STATE TABLE: CCOONNNNEECCTTIIOONN AAVVAAIILLAABBLLEE SSTTRREENNGGTTHH
AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual AISC360-10and14thEd.
Manual AISC360-16and15thEd.Manual
E F G H
SpecEq.(K3-6)whenβ<0.85
TableK3.2
SubjecttolimitsinTableK3.2A
SpecSectionJ10.10,J4.5,andManualEq.(9-32): t=tdesofHSSchord
T=BL=Hb/sinθ
c=Bb
Fy=FyofHSSchordQfperSpecEq.(K2-3)with
B/t<30perManualpage9-15φ =1.00Ω =1.50
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthan[B*sqrt(1-β)],Mnshallbe
reducedby50%
SeeNote3SeeNote9forSTITechnicalPaperNo.2,Equation
(1) showinganalternatederivationbasedonvirtualworkandvirtualrotation
SpecEq.(K3-9)whenβ<0.85
TableK3.2
SubjecttolimitsinTableK3.2A
SpecSectionJ10.10,J4.5,ManualEq.(9-34),andManualEq.(9-36):
t=tdesofHSSchordT=B
L=Hb/sinθa=b=(B-Bb)/2
c=Bb
QfperSpecEq.(K2-3)withB/t<30perManualpage9-15
φ=1.00Ω =1.50
WhereconnectionisappliedatadistancefromtheHSSmemberendlessthan[B*sqrt(1-β)] ,Mnshall
bereducedby50%
SeeNote3SeeNote9forSTITechnicalPaperNo.2,Equation
(6) showinganalternatederivationbasedonvirtualworkandvirtualrotation
_ Bep=(10/(B/t))Bb<Bb
φ =0.95,Ω=1.58
SeeNote9forSTITechnicalPaperNo.2,Equation(2)
_Bep=(10/(B/t))Bb<Bb
φ =0.95,Ω=1.58
SeeNote9forSTITechnicalPaperNo.2,Equation(7)
SpecEq.(K3-7)whenβ>0.85
TableK3.2
SubjecttolimitsinTableK3.2A
SpecSectionJ10.2
Wherelend>H:UseEq.(J10-2)
Wherelend<H:UseEq.(J10-3)
TodetermineRn:
tw=tdesofHSSchord
k=tdesofHSSchord
lb=Hb
Fy=FyofHSSchordforT-Conns
Fy=0.8FyofHSSchordforCross-Conns
Rn=Fyt[Lb+5k]forlend>H
Rn=Fyt[Lb+2.5k]forlend<H
TodetermineMn:
Momentarm=0.5(Hb+5k)forlend>H
Momentarm=0.5(Hb+2.5k)forlend<H
Mn=Rn*Momentarm
φ=1.00Ω =1.50
SeeNote5
SpecEq.(K3-10)whenβ>0.85
TableK3.2
SubjecttolimitsinTableK3.2A
SpecSectionJ10.2
Wherelend>H:UseEq.(J10-2)
Wherelend<H:UseEq.(J10-3)
TodetermineRn:
tw=tdesofHSSchord
k=tdesofHSSchord
lb=Hb
Fy=FyofHSSchordforT-Conns
Fy=0.8FyofHSSchordforCross-Conns
Rn=Fyt[Lb+5k]forlend>H
Rn=Fyt[Lb+2.5k]forlend<H
TodetermineMn:Momentarm=(B-t)
Mn=Rn*Momentarm
φ =1.00Ω =1.50
SeeNote5
_ _ _ _
Notlistedasitwasperceivedasnon-governing
ForCross-ConnectionsandMatchedWidthRatios(B=Bb)Only
UtilizeLocalYieldingofSidewallsequationperLimitStateTableCellF3
Fy*=0.8Fy
Notlistedasitwasperceivedasnon-governing
ForCross-ConnectionsandMatchedWidthRatios(B=Bb)Only
UtilizeLocalYieldingofSidewallsequationperLimitStateTableCellH3
Fy*=0.8Fy
SpecEq.(K3-8)whenβ>0.85
TableK3.2
SubjecttolimitsinTableK3.2A
SpecEq.(F7-1)Fy=Fyb
Z=ZnetbasedontheeffectivewidthsofthetwotransverseHSSbranch
wallsperEq(K1-1)φ =0.95,Ω=
1.58 SeeNote5SeeNote9forSTITechnicalPaperNo.2,Equation
(5)showinganalternatederivationbasedonvirtualworkandvirtualrotation
SpecEq.(K3-11)whenβ>0.85
TableK3.2
SubjecttolimitsinTableK3.2A
SpecEq.(F7-1)Fy=Fyb
Z=ZnetbasedontheeffectivewidthsofthetwotransverseHSSbranch
wallsperEq(K1-1)φ =0.95,Ω=1.58
SeeNote5SeeNote9forSTITechnicalPaperNo.2,Equation
(8)showinganalternatederivationbasedonvirtualworkandvirtualrotation
_ _
SpecEq.(K3-12)TableK3.2
SubjecttolimitsinTableK3.2A
SpecEq.(K4-7)TableK4.2
SubjecttolimitsinTableK4.2A
RECTANGULARHSS-TO-HSSMOMENTCONNECTIONS
Branch(es)UnderOut-of-PlaneBendingT-andCrossConnections
Branch(es)UnderIn-PlaneBendingT-andCrossConnections
LIMITSTATETABLE:CONNECTIONAVAILABLESTRENGTHHSS-TO-HSSMOMENTCONNECTIONS
/2sin 𝜃𝜃𝜃+ 𝐵𝐵𝐵𝐵𝐵𝐵𝐵 𝐵 /2sin 𝜃𝜃𝜃+ 𝐵𝐵𝐵𝐵𝐵𝐵𝐵 𝐵Mn-ip =
0.6FytHb ( )Hb +Bepsinq 2sinqMn-op =
0.6FytHb ( )Hb +Bepsinq 2sinq
See the Limit State Table Notes PDF available for download.