The LRFD 3rd Phi Factors window ( Job Settings )
Also see :
- Connection design method (set to ' LRFD3 ' for this window to apply)
- Connection design (phi factors are applied during)
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To open the LRFD 3rd Phi Factors window :
1 . On the " Design Settings " window, ' LRFD3 ' must be the selected " 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by a full-featured SDS2 program , 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 by the program, 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 by a full-featured SDS2 program , 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.
page 1 | contents | design settings | top