Limit State Table: Connection Available Strength · 2020. 12. 23. · AISC Specification and Manual References AISC Manual Considerations Specific to HSS Elements AISC 360-10 and

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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






14thEd.Manualpp.10-167






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


1) SpecSectionJ3.6

2)ConsidereccentricityperManualpp.10-118/120incombinationwithpp.7-6


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)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 _ _ _ _ _ _


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)


Whereeccentricityisnotconsidered(SeeBoltSectionAbove):SpecSectionJ3.10


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


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


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


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.


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


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


27 StrengthatCope

28 ShearYielding

29 ShearRupture

AdditionalProvisions 30

BeamWeb

Welds

HSSColumn

Bolts

ConnectionMaterial

ConnectionMaterial

LIMIT STATE TABLE: CONNECTION AVAILABLE STRENGTH

Element

LimitState


AISCManualConsiderationsSpecifictoHSSElements

AISC360-10and14thEd.Manualpp.10-7

to10-12


to10-12


AISC360-16and15thEd.Manualpp.

10-123to10-124



to10-73


to10-96

AISC360-16and15thEd.Manualpp.10-78to

10-81and10-153



SimilartoDoubleAngleConsiderationsperManualpp.10-

167

SimilartoDoubleAngleConsiderationsperManualpp.

10-152





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)



_ _ _ _ SpecJ10.3ManualEq.(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


_



1) ConnectiongeometryprovisionsperManualFig.10-10

2) StiffenerplatethicknessperManualpp.10-95

1) ConnectiongeometryprovisionsperManualFig.10-10

2) StiffenerplatethicknessperManualpp.10-80



SpecSectionJ3.10SpecSectionJ3.10



SpecEq.(J4-5)

CopedBeam:SpecSectionJ4.3UncopedBeam:Notrequired

14thManualpp.9-6to9-915thManualpp.9-6to9-10



SpecEq.(J4-3)

SpecJ4.5perChapFandManualpp.9-6

ManualTable10-15



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


SHEARLOADPARALLELTOHSSLONGITUDINALAXIS

WFBeamConnectionstoRound,Rectangular,andSquareHSS

Manualpp.9-6thru9-9

ManualEq.(9-4)

SpecEq.(J4-3)

SpecEq.(J4-4)SpecEq.(J4-4)

UnstiffenedSeat StiffenedSeat


steeltubeinstitute.org/hss/hss-information/aisc-360-16AXIALLIMITSTATETABLE

3.19.2019

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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


_ _ _ _

2 In-PlanePlateBending _ _

TableK1.1secondlinerightside(noequationnumber)


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

_ _



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.(K2-2A)inTableK2.1


_ _

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)


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



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









G H J K L M N O P Q

_ _ _ _ _ _ _ _ _ _

_ _ _ _ _ _ _ _ _ _



Spec.Eq.(J4-1):Ag=BetpwithBeperSpec

Eq.(K1-1)SpecEq.(K1-7)


Eq.(K1-1)



Spec.Eq. (J4-6):Ag=BetpwithBeperSpec

Eq.(K1-1)SpecEq.(K1-7)


Eq.(K1-1)

_ _

_ _ _ _ _ _ _ _



If(5tb+b)<B:SpecEq.(J10-2):

k=tp(CommentaryforsectionK2.3pp.16.1-467

thru468andFigureC-K2.2)Fy=FyofHSS

lb=b(transverseplatethk)

tw=tdes


If(5tb+b)>B:SpecEq.(J4-1):

FyandAgofHSS



ForconnectionsgreaterthandfromHSSmember

end,SpecEq.(J10-2):Fyw=FyofHSS

tw=2*tdes

lb=tp

k=cornerradius>1.5*tdes

ForconnectionslessthandfromHSSmemberend,use

SpecEq.(J10-3)



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)


T=BL=tp(transplatethk)

tp=tdes(HSSwallthk)

c=Bp

a=b=(B-Bp)/2


page9-15φ=1.00,Ω=1.50

WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanas

specifiedforManualEq.(9-30),Rnshallbereducedby

50%




T=Bc=tp

a=b=(B-tp)/2

L=lb


page9-15φ=1.00,Ω=1.50



bereducedby50%




T=Bc=tp

a=b=(B-tp)/2

L=lb


page9-15Rnshallbedoubledfor2

HSSsidewallsφ =1.00,Ω=1.50



bereducedby50%

_ _



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


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.(J10-4)Fyw=FyofHSS

tw=tf=tdes

d=H-3tdes

lb=tp


Tension:Qf=1.0

Compression:QfperSpecEq(K3-14)TableK3.2

WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,useEqn(J10-5a)




tw=tdes

h=H-3tdes


Tension:Qf=1.0

Compression:QfperSpecEq(K3-14)

TableK3.2

WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,Rnshallbereducedby50%

_ _ _ _




tw=tdes(HSSwallthk)

tf=tp(capplatethk)

lb=transverseplatethkd=B/2


Qfisomitted

If(5tp+b)>B:SpecEq.(J4-1):

FyandAgofHSS

_ _

Ifthewidthofthetransverseplateexceedsthewidthof

theHSSmember(notrecommended),thenthe

maximumplatewidththatcanbeusedincalculationsis

Bp=Bandβmax=1.0

_ _ _ _


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



Limit State Table: Connection Available StrengthTruss | Round HSS-to-HSS Truss Connections

TRUSSLIMITSTATETABLE2.12.20

Page1of1









ROWNO.COLNO.

A B C D E F G H


SpecEq.(K2-2)TableK2.1








SpecEq.(K2-4)and(K2-5)TableK2.1









ForDb<(D-2t):SpecEq.(K2-1)

TableK2.1



TableK3.1



TableK2.1



TableK3.1



TableK2.1



TableK3.1


_ _

3LocalYieldingofHSSChord

_ _ _ _ _ _ _ _

4LocalCripplingofHSSChord

_ _ _ _ _ _ _ _

5LocalBucklingofHSSChord

_ _ _ _ _ _ _ _

6LocalYieldingofHSSBranch(es)DuetoUnevenLoadDistribution

_ _ _ _ _ _ _ _

7ShearYieldingofHSSChord

_ _ _ _ _ _

HSS-TO-HSSTRUSSCONNECTIONSLIMITSTATETABLE:CONNECTIONAVAILABLESTRENGTH


LimitState

T-andY-Connections Cross-Connections K-ConnectionswithGap K-ConnectionswithOverlap

ROUNDHSS-TO-HSSTRUSSCONNECTIONS

See Note 7 See Note 7



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.



3 LocalYieldingofHSSChordSidewalls

4LocalCripplingofHSSChordSidewalls

5 LocalBucklingofHSSChordSidewalls

6LocalYieldingofHSSBranch(es)DuetoUnevenLoadDistribution

7 ShearYieldingofHSSChordSidewall

LIMIT STATE TABLE: CONNECTION AVAILABLE STRENGTH


LimitState

AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual AISC360-10and14thEd.

Manual AISC360-16and15thEd.Manual AISC360-10and14thEd.Manual


AISC360-10and14thEd.Manual AISC360-16and15thEd.Manual

I J K L M N P Q

Whenβ<0.85:SpecEq.(K2-7)

TableK2.2



Rn=PnsinθT=Bc=Bb

a=b=(B-Bb)/2

L=lb=Hb/sinθ


page9-15

WhereconnectionisappliedclosetotheHSSmemberendperEq.(9-30),

Rnshallbereducedby50%

Whenβ<0.85:SpecEq.(K2-7)

TableK2.2



Rn=PnsinθT=Bc=Bb

a=b=(B-Bb)/2

L=lb=Hb/sinθ


page9-15

WhereconnectionisappliedclosetotheHSSmemberendperEq.(9-30),Rnshall

bereducedby50%

Spec.Eq.(K2-14)TableK2.2




_ _

For0.85<β<1-1/γorB/t<10:



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:



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


Noneedtocheckforsquarebranches

WhenBb<B-2t:Spec.Eq.(K3-8)

TableK3.2



_ _

Whenβ=1.0:SpecEq.(K2-9)

TableK2.2


ForconnectionsgreaterthandfromHSSmemberend,SpecEq.(J10-2):

Rn=Pnsinθ

tw=2*tdes

lb=Hb/sinθk=cornerradius≥

1.5*tdes

ForconnectionslessthandfromHSSmemberend,useSpecEq.

(J10-3)


TableK2.2


ForconnectionsgreaterthandfromHSSmemberend,

SpecEq.(J10-2):

Rn=Pnsinθ

tw=2*tdes

lb=Hb/sinθk=cornerradius≥

1.5*tdes

ForconnectionslessthandfromHSSmemberend,useSpecEq.(J10-3)

_ _ _ _


TableK2.2


SpecEq.(J10-4):

Rn=Pnsinθ

tw=tf=tdes

lb=Hb/sinθ

d=H-3tdes


Tension:Qf=1.0


TableK3.2

WhereconnectionisappliedatadistancefromtheHSSmemberend

lessthanH/2,useEqn(J10-5a)

Notlistedasitwasperceivedasnon-governing

SpecEq.(J10-4):

Rn=Pnsinθ

tw=tf=tdes

lb=Hb/sinθ

d=H-3tdes


Tension:Qf=1.0


TableK3.2

WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,

useEqn(J10-5a)

_ _ _ _

_ _


TableK2.2


SpecEq.(J10-8):

Rn=Pnsinθ

tw=tdesh=H-3tdes


WhereconnectionisappliedatadistancefromtheHSSmemberendlessthanH/2,

Rnshallbereducedby50%

_ _ _ _

Whenβ>0.85:SpecEq.(K2-12)

TableK2.2


Spec.Eq.J4-1usingBeperSpecEqn.(K1-1):

Ag=tb(2Hb+2Be-4tb)

When β>0.85:SpecEq.(K2-12)

TableK2.2


Spec.Eq.(J4-1)usingBeperSpecEqn.(K1-1):

Ag=tb(2Hb+2Be-4tb)




orifB/t>15




orifB/t>15

Spec.Eq.(K2-17)to(K2-22)TableK2.2


Spec.Eq.(K3-10)to(K3-13)TableK3.2

Beiistheeffectivewidthoftheoverlappingbranch'i'whentheheeloftheoverlappingtransversebranchwall

landsonthesurfaceofthechord.

Bejistheeffectivewidthofthe

overlappedbranch'j'whentheheeloftheoverlappingtransversebranchwalllandsonthesurfaceoftheoverlapped

branch.SeeBejequationbelow.


_ _

Forθ<90degreesandinProjectedGapRegion:

SpecSectionG5andEq.(G2-1):

Vn=Pnsinθ

Aw=2htdes

h=H-3tdes

CvperSectG2.1.b

withkv=5


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


Checknotnecessaryforsquarechords

IntheGapRegion:

SpecEq.(G4-1):

Vn=Pnsinθ

Aw=2htdes

h=H-3tdes

Cv2perSectG2.2

withh/tw=H/tdes,kv=5


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


Bej =10 Fybjtbj Bbi < Bbi( )Bbj /tbj Fybitbi

Bei =10 Fyt Bbi < Bbi( )B/t Fybitbi


Limit State Table: Connection Available StrengthMoment | Round HSS-to-HSS Moment Connections

MOMENTLIMITSTATETABLE 2.12.2020

Page1of1





ROWNO.

COLNO. A B C D











SpecEq.(K3-2)whenDb<(D-2t)

TableK3.1



TableK4.1



TableK3.1



TableK4.1


3 LocalYieldingofHSSChord _ _ _ _

4 Local Crippling of HSS Chord _ _ _ _

5 Local Buckling of HSS Chord _ _ _ _

6LocalYieldingofBranch/BranchesDuetoUnevenLoadDistribution

_ _ _ _

7ChordDistortionalFailureatT-andUnbalancedCross-Connections

_ _ _ _


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



Limit State Table: Connection Available StrengthMoment | Rectangular HSS-to-HSS Moment Connections

MOMENTLIMITSTATETABLE 2.12.2020

Page1of1

ROWNO.COLNO.



3 LocalYieldingofHSSChordSidewalls

4LocalCripplingofHSSChordSidewalls

5LocalBucklingofHSS ChordSidewalls

6LocalYieldingofBranch/BranchesDuetoUnevenLoadDistribution

7ChordDistortionalFailureatT-andUnbalancedCross-Connections


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


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


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%


(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


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


TableK3.2


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

_ _ _ _


ForCross-ConnectionsandMatchedWidthRatios(B=Bb)Only

UtilizeLocalYieldingofSidewallsequationperLimitStateTableCellF3

Fy*=0.8Fy


ForCross-ConnectionsandMatchedWidthRatios(B=Bb)Only

UtilizeLocalYieldingofSidewallsequationperLimitStateTableCellH3

Fy*=0.8Fy


TableK3.2


SpecEq.(F7-1)Fy=Fyb

Z=ZnetbasedontheeffectivewidthsofthetwotransverseHSSbranch

wallsperEq(K1-1)φ =0.95,Ω=

1.58 SeeNote5SeeNote9forSTITechnicalPaperNo.2,Equation

(5)showinganalternatederivationbasedonvirtualworkandvirtualrotation


TableK3.2


SpecEq.(F7-1)Fy=Fyb

Z=ZnetbasedontheeffectivewidthsofthetwotransverseHSSbranch

wallsperEq(K1-1)φ =0.95,Ω=1.58


(8)showinganalternatederivationbasedonvirtualworkandvirtualrotation

_ _





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


Documents

Limit State Table: Connection Available Strength · 2020. 12. 23. · AISC Specification and Manual References AISC Manual Considerations Specific to HSS Elements AISC 360-10 and