The LRFD 13th Phi Factors window
| Options on this window are read-only . They tell you how this window has been set up for this Job in a full-featured SDS2 program . |
About this window :
- Finding these options:
- To close this window:
- " OK "
- Options:
Also see :
- Connection design method (set to ' LRFD13 ' to open this window)
- Connection design (phi factors are applied during)
How this window affects a full-featured SDS2 program :
- The phi factors that you can review on this window directly affect connection design calculations in a full-featured SDS2 program when ' LRFD13 ' is the " Connection design method ."
page 1 | contents | design settings | top
To open this window :
1 . On the " Design Settings " window, select ' LRFD13 ' as the " Connection design method ."
2 . Press the " LRFD 13th Phi Factors " button.
3 . The LRFD 13th Phi Factors window opens.
page 1 | contents | design settings | top
|
|
Tension yielding in gross section ( D2 (a) ): Per AISC, the default phi factor is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section D2.(a), page 16.1-26.
Tension fracture in net section ( D2 (b) ): Per AISC, the default phi factor is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section D2.(b), page 16.1-27.
Pin-connected members :
Tensile rupture on the net effective area (D5 (a) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section D5.(a), page 16.1-28.
Shear rupture on the net effective area ( D5 (b) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section D5.(b), page 16.1-30.
page 1 | contents | design settings | top
|
|
General provisions ( E1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section E1, page 16.1-32.
page 1 | contents | design settings | top
|
|
General provision ( F1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section F1, page 16.1-46.
page 1 | contents | design settings | top
|
|
General provisions ( G1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section G1, page 16.1-64.
For webs of rolled I-shaped members ( G2 (a) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section G2.(a), page 16.1-65.
page 1 | contents | design settings | top
|
|
Double and single symmetric members in flexure and compression :
Compression ( H1.1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section H1.1, page 16.1-71.
Flexure ( H1.1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section H1.1, page 16.1-71.
Double and single symmetric members in flexure and torsion :
Flexure ( H1.2 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section H1.2, page 16.1-71.
Unsymmetric and other members subject to flexure and axial force :
Compression ( H2 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section H2, page 16.1-73.
Flexure ( H2 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section H2, page 16.1-73.
Torsion and combined torsion, flexure :
Shear, and/or axial force ( H3.1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section H3.1, page 16.1-74.
Strength of non-HSS members under torsion and combined stress ( H3.3 ): Per AISC, the default phi factor is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Commentary H3.3, page 16.1-76.
page 1 | contents | design settings | top
|
|
Encased composite columns :
Compressive strength ( I2.1b ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I2.1b, page 16.1-79.
Tensile strength ( I2.1c ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I2.1c, page 16.1-80.
Load transfer ( I2.1e (b) ): Per AISC, the default phi factor (Φ) is 0.65 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I2.1e, page 16.1-81.
Filled composite columns :
Tensile strength ( I2.2c ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I2.2c, page 16.1-82.
Load transfer ( I2.2e ): Per AISC, the default phi factor (Φ) is 0.65 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I2.2e, page 16.1-82.
Flexural members :
Positive flexural strength ( I3.2a ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I3.2a, page 16.1-83.
Negative flexural strength ( I3.2b ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I3.2b, page 16.1-84.
Flexural strength of concrete-encased and filled members :
Limit state of yielding ( I3.3(a) and (b) ): Per AISC, the default phi factor is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I3.3.(a) and (b), page 16.1-88.
Shear connectors ( I3.3 (c) ): Per AISC, the default phi factor (Φ) is 0.85 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I3.3.(c), page 16.1-89.
Combined axial force and flexure :
Compressive strength ( I4 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I4, page 16.1-89.
Flexural strength ( I4 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section I4, page 16.1-89.
page 1 | contents | design settings | top
|
|
Partial-joint-penetration groove welds (Table J2.5) :
Tension on base metal: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-99.
Tension on weld metal: Per AISC, the default phi factor (Φ) is 0.80 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-99.
Compression on connections finished-to-bear, base metal: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-99.
Compression on connections finished-to-bear, weld metal: Per AISC, the default phi factor (Φ) is 0.80 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-99.
Compression on connections not finished-to-bear, base metal: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-99.
Compression on connections not finished-to-bear, weld metal: Per AISC, the default phi factor (Φ) is 0.80 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-99.
Shear on weld metal: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-99.
Fillet welds (Table J2.5)
Shear on weld metal: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-100.
Plug and slot welds :
Shear on weld metal: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Table J2.5, page 16.1-100.
Fillet welds loaded in-plane ( J2.4 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J2.4, page 16.1-100.
page 1 | contents | design settings | top
|
|
Tension and shear strength of bolts ( J3.6 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J3.6, page 16.1-108.
Combined tension and shear in bearing-type connections ( J3.7 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J3.7, page 16.1-109.
High-strength bolts in slip-critical connections :
Serviceability limit state ( J3.8 ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J3.8, page 16.1-110. This applies when the " AISC 13th edition limit state for slip-critical bolt design " is set to ' Design all bolts with slip as a serviceability limit state '. It also applies when ' Design as stated in J3.8 ' is selected and the bolt hole is a standard round hole or a slot that is transverse to the load.
Required strength to prevent slip ( J3.8 ): Per AISC, the default phi factor (Φ) is 0.85 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J3.8, page 16.1-110. This applies when the " AISC 13th edition limit state for slip-critical bolt design " is set to ' Design all bolts to prevent slip at the required strength level '. It also applies when ' Design as stated in J3.8 ' is selected and the bolt hole is an oversized hole or a slot parallel to the load.
Bearing strength at bolt holes ( J3.10 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J3.10, page 16.1-111.
page 1 | contents | design settings | top
|
|
Tensile yielding ( J4.1 (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J4.1.(a), page 16.1-112.
Tensile rupture ( J4.1 (b) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J4.1.(b), page 16.1-112.
Shear yielding ( J4.2 (a) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J4.2.(a), page 16.1-112.
Shear rupture ( J4.2 (b) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J4.2.(b), page 16.1-112.
Block shear strength ( J4.3 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J4.3, page 16.1-112.
Strength in compression ( J4.4 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J4.4, page 16.1-113.
Bearing strength ( J7 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J7, page 16.1-114.
Column bases and bearing on concrete ( J8 ): Per AISC, the default phi factor (Φ) is 0.6 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J8, page 16.1-115.
Anchor rods and embedments ( J9 ): Per AISC, the default phi factor (Φ) is 0.6 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J9, page 16.1-115.
page 1 | contents | design settings | top
|
|
Flange local bending ( J10.1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J10.1, page 16.1-116.
Web local yielding ( J10.2 ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J10.2, page 16.1-116.
Web crippling ( J10.3 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J10.3, page 16.1-117.
Web sidesway buckling ( J10.4 ): Per AISC, the default phi factor (Φ) is 0.85 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J10.1, page 16.1-118.
Web compression buckling ( J10.5 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J10.1, page 16.1-119.
Web panel zone shear ( J10.6 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section J10.6, page 16.1-119.
page 1 | contents | design settings | top
|
|
Force distributed transversely :
Round HSS :
Local yielding ( K1.3a ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.3a, page 16.1-123.
Rectangular HSS :
Local yielding ( K1.3b (a) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.3b.(a), page 16.1-123.
Shear yielding/punching ( K1.3b (b) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.3b.(b), page 16.1-123.
Sidewall local yielding ( K1.3b (c) (i) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.3b.(c)(i), page 16.1-124.
Sidewall local crippling ( K1.3b (c) (ii) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.3b.(c)(ii), page 16.1-124.
Sidewall local buckling ( K1.3b (c) (iii) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.3b.(c)(iii), page 16.1-124.
Force distributed longitudinally, perpendicular to axis :
Round HSS ( K1.4a ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.4a, page 16.1-125.
Rectangular HSS ( K1.4b ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.4b, page 16.1-125.
Axial force on a cap plate :
Wall local yielding ( K1.6 (i) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.6.(i), page 16.1-126.
Wall local crippling ( K1.6 (ii) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K1.6.(ii), page 16.1-126.
page 1 | contents | design settings | top
|
|
Round HSS :
T-, Y-, and Cross Connections :
Chord plastification in T- and Y-connections ( K2.2b (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.2b.(a), page 16.1-129.
Shear yielding/punching ( K2.2b (b) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.2b.(b), page 16.1-129.
Chord plastification in Cross-Connections ( K2.2b (c) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.2b.(c), page 16.1-129.
K-connections :
Chord plastification ( K2.2c (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.2c.(a), page 16.1-129.
Shear yielding/punching ( K2.2c (b) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.2c.(b), page 16.1-130.
Rectangular HSS :
T-, Y-, and cross connections :
Chord wall plastification ( K2.3b (a) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3b.(a), page 16.1-132.
Shear yielding/punching ( K2.3b (b) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3b.(b), page 16.1-132.
Sidewall local yielding ( K2.3b (c) (i) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3b.(c)(i), page 16.1-132.
Sidewall local crippling in T- and Y-connections ( K2.3b (c) (ii) ): Per AISC, the default phi factor is 0.75 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3b.(c)(ii), page 16.1-133.
Sidewall local crippling in cross-connections ( K2.3b (c) (iii) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3b.(c)(iii), page 16.1-132.
Local yielding due to uneven load ( K2.3b (d) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3b.(d), page 16.1-132.
Gapped K-connections :
Chord wall plastification ( K2.3c (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3c.(a), page 16.1-133.
Shear yielding/punching ( K2.3c (b) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3c.(b), page 16.1-133.
Local yielding due to uneven load ( K2.3c (d) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3c.(d), page 16.1-134.
Overlapped K-connections :
Local yielding due to uneven load ( K2.3d ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K2.3d, page 16.1-134.
page 1 | contents | design settings | top
|
|
Round HSS :
In-plane bending moments :
Chord plastification ( K3.2b (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.2b.(a), page 16.1-137.
Shear yielding/punching ( K3.2b (b) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.2b.(b), page 16.1-138.
Out-of-plane bending moments :
Chord plastification ( K3.2c (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.2c.(a), page 16.1-138.
Shear yielding/punching ( K3.2c (b) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.2c.(b), page 16.1-138.
Rectangular HSS :
In-plane bending moments :
Chord wall plastification ( K3.3b (a) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.3b.(a), page 16.1-140.
Sidewall local yielding ( K3.3b (b) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.3b.(b), page 16.1-140.
Local yielding due to uneven load ( K3.3c (c) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.3b.(c), page 16.1-140.
Out-of-plane bending moments :
Chord wall plastification ( K3.3c (a) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.3c.(a), page 16.1-141.
Sidewall local yielding ( K3.3c (b) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.3c.(b), page 16.1-141.
Local yielding due to uneven load ( K3.3c (c) ): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.3c.(c), page 16.1-141.
Chord distortional failure ( K3.3c (d) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Thirteenth Edition, Section K3.3c.(d), page 16.1-141.
page 1 | contents | design settings | top
|
|
Flexural rupture strength of connection elements ( page 9-6 ): Per AISC, the default phi factor is 0.75 .
Flexural strength of a coped beam ( page 9-6 ): Per AISC, the default phi factor (Φ) is 0.90 .
Flexural yielding strength of an extended configuration shear tab ( page 10-103 ): Per AISC, the default phi factor (Φ) is 0.90 .
page 1 | contents | design settings | top
To close LRFD 13th Phi Factors :
"OK" (or the Enter key) closes the ASD 13th Phi Factors window (this window).
page 1 | contents | design settings | top