LRFD 3rd Phi Factor

The LRFD 3rd Phi Factors window ( Job Settings )

Phi factors directly affect calculations that connection design makes when ' LRFD3 ' is the selected " Connection design method ."
The defaults on this window are the phi factors recommended by AISC and should not be changed except to meet local design codes, for example, outside of the United States.
Settings on this window can be reviewed or edited using tabs and buttons. They are as follows:
- General
- Composite
- Weld
- Bolts
- Connections
- Bearing
- Concentrated Forces
- Angle
- Shear
- OK " " Cancel " " Reset "
See to open this window .

Also see :

Connection design method (set to ' LRFD3 ' for this window to apply)
Connection design (phi factors are applied during)
Text entry widgets (making entries on this window)
Ctrl key (hold down to "tear off" a tab)

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To open the LRFD 3rd Phi Factors window :

1 . On the " Design Settings " window, select ' LRFD3 ' as the " Connection design method ."

2 . Press the " LRFD 3rd Phi Factors " button.

3 . The LRFD 3rd Phi Factors window opens.

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|| Bearing || Concentrated Forces || Angle || Shear ||

|| General || Composite || Weld || Bolts || Connections ||

Tension yielding in gross section ( D1-1 ): Per AISC, the default resistance factor for yielding in the gross section is 0.9 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section D1, formula D1-1.

Tension fracture in net section ( D1-2 ): Per AISC, the default resistance factor for fracture in the net section is 0.75 .

For information on how this factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section D1, formula D1-2.

Compressive strength ( E2 ): Per AISC, the default resistance factor for the design strength for flexural buckling of compression members is 0.85 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section E1.

Flexure yielding ( F1, H2 ): Per AISC, the default resistance factor for the flexural design strength of beams, determined by the limit state of yielding is 0.9 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Sections F1 and H3.

Shear strength ( F2.2 ): Per AISC, the default resistance factor for the design shear strength of unstiffened webs is 0.9 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section F2.2.

Shear effective area ( D3-2 ): Per AISC, the default resistance factor for shear on the effective area for a pin-connected member is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section D3, Formula D3-2.

Net fracture ( B10 ): Per AISC, the default resistance factor for net fracture for proportioning beams and girders is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section B10.

Gross yielding ( B10 ): Per AISC, the default resistance factor for gross yielding for proportioning beams and girders is 0.9 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section B10.

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|| Bearing || Concentrated Forces || Angle || Shear ||

|| General || Composite || Weld || Bolts || Connections ||

Concrete compressive strength ( I2.4 ): Per AISC, the default resistance factor for net fracture for axial strength of a composite column is 0.6 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section I2.4.

Concrete shear strength ( I3.2 ): Per AISC, the default resistance factor for positive design flexural strength as determined from the plastic stress distribution on the composite section is 0.85 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section I2.4.

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|| Bearing || Concentrated Forces || Angle || Shear ||

|| General || Composite || Weld || Bolts || Connections ||

Complete-Joint Penetration Groove weld :

Base mtrl, Ten/Comp/Shear on eff area: Per AISC, the default resistance factor for complete-joint-penetration groove welds except as noted below is 0.9 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

Weld mtrl, Shear on eff area: Per AISC, the default resistance factor for complete-joint-penetration groove welds with shear on effective area and with respect to electrode strength is 0.8 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

Partial-Joint Penetration Groove weld :

Base mtrl, Ten or Comp normal to eff area: Per AISC, the default resistance factor for partial-joint-penetration groove welds with compression normal to effective area OR tension or compression parallel to the weld axis is 0.9 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

Weld mtrl, Shear parallel to weld axis: Per AISC, the default resistance factor for partial-joint-penetration groove welds with shear parallel to the weld axis is 0.75 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

Weld mtrl, Ten normal to eff area: Per AISC, the default resistance factor for partial-joint-penetration groove welds with tension normal to effective area AND with respect to weld electrode strength is 0.8 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

Fillet weld :

Weld mtrl, Shear on eff area: Per AISC, the default resistance factor for fillet welds with shear on effective area is 0.75 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

Weld mtrl, Ten/Comp parallel to weld axis: Per AISC, the default resistance factor for fillet welds where tension or compression is parallel to the axis of the weld is 0.9 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

Plug or slot weld :

Weld mtrl, Shear parallel to faying surface: Per AISC, the default resistance factor for plug or slot welds is 0.75 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J2, Table J2.5.

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|| Bearing || Concentrated Forces || Angle || Shear ||

|| General || Composite || Weld || Bolts || Connections ||

Tension or shear on bolt ( J3.2 ): Per AISC, the default resistance factor for tension or shear on bolts is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Table J3.2.

Slip-Critical High Strength bolt resistance:

Standard holes ( J3.8a ): Per AISC, the default resistance factor for shear of high strength bolts through standard holes in slip-critical connections at service loads is 1.0 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J3.8a.

Short-slottted holes ( J3.8b ): Per AISC, the default resistance factor for shear of high strength bolts through short-slotted holes in slip-critical connections at service loads is 0.85 . For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J3.8b.

Oversized holes ( AJ3.8b ): Per AISC, the default resistance factor for high strength bolts through oversized holes in slip-critical connections designed at factored loads is 0.85 . For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Appendix J3.8b.

Long-slotted holes transverse to load direction ( AJ3.8c ): Per AISC, the default resistance factor for high strength bolts in slip-critical connections designed at factored loads and in long-slotted holes transverse to the direction of the load is 0.7 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Appendix J3.8c.

Long-slotted holes parallel to load direction ( AJ3.8d ): Per AISC, the default resistance factor for high strength bolts in slip-critical connections designed at factored loads and in long-slotted holes parallel to the direction of the load is 0.6 . For more information, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Appendix J3.8d.

Bearing strength at bolt holes ( J3.10 ): Per AISC, the default resistance factor for the design bearing strength at bolt holes is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J3.10.

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|| Bearing || Concentrated Forces || Angle || Shear ||

|| General || Composite || Weld || Bolts || Connections ||

Connecting element tension rupture ( J5.2 ): Per AISC, the default resistance factor for tension rupture of the connecting element is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J5.2, Formula J5-2.

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|| General || Composite || Weld || Bolts || Connections ||

|| Bearing || Concentrated Forces || Angle || Shear ||

Bearing Strength ( J8 ): Per AISC, the default resistance factor for the strength of surfaces in bearing is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J8.

Concrete bearing strength ( J9 ): Per AISC, the default resistance factor for concrete bearing strength is 0.6 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J9.

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|| General || Composite || Weld || Bolts || Connections ||

|| Bearing || Concentrated Forces || Angle || Shear ||

Local flange bending ( K1.2 ): Per AISC, the default resistance factor for local flange bending is 0.9 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section K1.2.

Local web yielding ( K1.3 ): Per AISC, the default resistance factor for local web yielding is 1.0 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section K1.3.

Web crippling ( K1.4 ): Per AISC, the default resistance factor for web crippling is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section K1.4.

Sidesway web buckling ( K1.5 ): Per AISC, the default resistance factor for sidesway web buckling is 0.85 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section K1.5.

Compress buckling of web ( K1.6 ): Per AISC, the default resistance factor for compression buckling of the web is 0.90 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section K1.6.

Panel-zone web shear ( K1.7 ): Per AISC, the default resistance factor for panel-zone web shear is 0.90 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section K1.7.

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|| General || Composite || Weld || Bolts || Connections ||

|| Bearing || Concentrated Forces || Angle || Shear ||

Single angle compression: Per AISC, the default resistance factor for compression is 0.9 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Specification for Load and Resistance Factor Design of Single-Angle Members.

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|| General || Composite || Weld || Bolts || Connections ||

|| Bearing || Concentrated Forces || Angle || Shear ||

Design rupture shear strength ( J4 ): Per AISC, the default resistance factor for design rupture strength is 0.75 .

For information on how this resistance factor is used, refer to the Load & Resistance Factor Design manual, Third Edition, Commentary, Section J4.

Welded block shear: Per AISC, the default resistance factor for beam block shear design strength is 0.75 .

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To close LRFD 3rd Phi Factors :

"OK" (or the Enter key) closes the LRFD 3rd Phi Factors window and saves the settings on it to the Job Settings file in your current Job .

Note: If you have made changes to this window after having added members to the 3D model, you should interactively mark for processing (or Process Selected ) all members in your current Job, then Process and Create Solids , in order to ensure design consistency throughout the Job.

"Cancel" (or the Esc key) closes this window without saving any changes made to it.

"Reset" undoes all changes made to this window since you first opened it. The window remains open.

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