The LRFD 14th Phi Factors setup window ( Job Settings )
- These phi factors (Φ) affect calculations that connection design makes when ' LRFD14 ' is the " Connection design method ."
- The defaults settings 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.
- See to open LRFD 14th Phi Factors
Also see :
- Connection design method (set to ' LRFD14 ' to open this window)
- Connection design (phi factors are applied during)
- Text entry widgets (making entries on this window)
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To open this window :
1 . On the " Design Settings " window, select ' LRFD14 ' as the " Connection design method ."
2 . Press the " LRFD 14th Phi Factors " button.
3 . The LRFD 14th Phi Factors window opens.
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Tension yielding in gross section ( D2 (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section D2.(a), page 16.1-26, formula D2-1.
Tension fracture in net section ( D2 (b) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section D2, page 16.1-26, formula D2-2.
---- 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 , Fourteenth Edition, Section D5, page 16.1-29, formula D5-1.
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 , Fourteenth Edition, Section D5, page 16.1-29, formula D5-2.
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---- Compression ----
General provisions ( E1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section E1, page 16.1-31.
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---- Flexure ----
General provisions ( F1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section F1, page 16.1-46.
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---- Shear ----
General provisions ( G1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section G1, page 16.1-67.
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 , Fourteenth Edition, Section G2(a), page 16.1-68.
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---- Double and singly 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 , Fourteenth Edition, Section H1.1, page 16.1-74.
Flexure ( H1.1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section H1.1, page 16.1-74.
---- Double and singly symmetric members in flexure and tension ----
Flexure ( H1.2 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section H1.2, page 16.1-75.
---- 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 , Fourteenth Edition, Section H2, page 16.1-75.
Flexure ( H2 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section H2, page 16.1-77.
---- 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 , Fourteenth Edition, Section H3.1, page 16.1-77.
Strength of non-HSS members under torsion and combined stress ( H3.3 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Commentary H3.3, page 16.1-79.
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---- Axial strength ----
Encased composite columns :
Compressive strength ( I2.1b ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I2.1b, page 16.1-85.
Tensile strength ( I2.1c ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I2.1c, page 16.1-86.
Filled composite columns :
Tensile strength ( I2.2c ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I2.2c, page 16.1-88.
---- Flexure strength ----
Composite beams with steel headed stud and steel channel anchors :
Positive flexural strength ( I3.2a ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I3.2a, page 16.1-89.
Negative flexural strength ( I3.2b ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I3.2b, page 16.1-89.
Encased composite columns ( I3.3(a) and (b) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I3.3.(a) and (b), page 16.1-91.
Filled composite columns ( I3.3 (c) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I3.3.(c), page 16.1-92.
---- Shear strength ----
Reinforced concrete portion: Per AISC, the default phi factor (Φ) is 0.75 .
Steel section plus Reinforced steel: Per AISC, the default phi factor (Φ) is 0.75 .
---- Load transfer ----
Direct bearing of concrete ( I6.3a ): Per AISC, the default phi factor (Φ) is 0.65 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I8.3a, page 16.1-95.
Direct bond interaction in filled composite members ( I6.3c ): Per AISC, the default phi factor (Φ) is 0.45 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I6.3c, page 16.1-95.
---- Steel anchors ----
Shear strength of steel headed stud anchors ( I8.3a ): Per AISC, the default phi factor (Φ) is 0.65 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I8.3a, page 16.1-101.
Tensile strength of steel headed stud anchors ( I8.3b ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I8.3b, page 16.1-102.
Shear strength of steel channel anchors ( I8.3d ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section I8.3c, page 16.1-104.
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---- Partial-joint-penetration groove welds ( Table J2.5 ) ----
Tension on base metal: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table J2.5, page 16.1-114.
Tension on weld metal: Per AISC, the default phi factor (Φ) is 0.80 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table J2.5, page 16.1-114.
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 , Fourteenth Edition, Table J2.5, page 16.1-114.
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 , Fourteenth Edition, Table J2.5, page 16.1-114.
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 , Fourteenth Edition, Table J2.5, page 16.1-114.
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 , Fourteenth Edition, Table J2.5, page 16.1-114.
Shear on weld metal: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table J2.5, page 16.1-114.
---- 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 , Fourteenth Edition, Table J2.5, page 16.1-115.
---- Plug and slot 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 , Fourteenth Edition, Table J2.5, page 16.1-115.
Fillet welds loaded in-plane ( J2.4 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J2.4, page 16.1-115.
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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 , Fourteenth Edition, Section J3.6, page 16.1-125.
Combined tension and shear in bearing-type connections ( J3.7 ): Per AISC, the phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J3.7, page 16.1-125.
---- Slip resistance of high-strength bolts in slip-critical connections ( J3.8 ) ----
Standard size and short-slotted holes perpendicular to the direction of the load: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J3.8, page 16.1-126.
Oversized and short-slotted holes parallel to the direction of the load: Per AISC, the default phi factor (Φ) is 0.85 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J3.8, page 16.1-126.
Long-slotted holes: Per AISC, the default phi factor (Φ) is 0.70 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J3.8, page 16.1-126.
Bearing strength at bolt holes ( J3.10 ): Per AISC, the default phi factor (Φ) for the design bearing strength at bolt holes is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J3.10, page 16.1-127.
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---- Elements at connection ----
Tensile yielding ( J4.1 (a) ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J4.1(a), page 16.1-128.
Tensile rupture ( J4.1 (b) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J4.1(b), page 16.1-129.
Shear yielding ( J4.2 (a) ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J4.2(a), page 16.1-129.
Tensile rupture ( J4.2 (b) ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J4.2(b), page 16.1-129.
Block shear strength ( J4.3 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J4.3, page 16.1-129.
Strength in compression ( J4.4 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth 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 , Fourteenth Edition, Section J7, page 16.1-131.
Column bases and bearing on concrete ( J8 ): Per AISC, the default phi factor (Φ) is 0.65 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J8, page 16.1-132.
Anchor rods and embedments ( J9 ): Per AISC, the default phi factor (Φ) is 0.60 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J9, page 16.1-132.
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---- Elements at connection ----
Flange local bending ( J10.1 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J10.1, page 16.1-133.
Web local yielding ( J10.2 ): Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J10.2, page 16.1-134.
Web crippling ( J10.3 ): Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J10.3, page 16.1-134.
Web sidesway buckling ( J10.4 ): Per AISC, the default phi factor (Φ) is 0.85 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J10.1, page 16.1-135.
Web compression buckling ( J10.5 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J10.1, page 16.1-136.
Web panel zone shear ( J10.6 ): Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section J10.6, page 16.1-137.
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---- Plate-to-Round HSS connections ( Table K1.1 ) ----
Transverse plate, HSS local yielding, plate axial load: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.1, page 16.1-142.
Transverse plate, HSS plastification, plate axial load: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.1, page 16.1-142.
Cap plate, local yielding of HSS axial load: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.1, page 16.1-142.
---- Plate-to-Round HSS connections ( Table K1.2 ) ----
Transverse plate, local yielding of plate: Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-143.
Transverse plate, HSS shear yielding (punching): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-143.
Transverse plate, local yielding of HSS sidewalls: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-143.
Transverse plate, local crippling of HSS sidewalls for T-connections: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-143.
Transverse plate, local crippling of HSS sidewalls for cross-connections: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-143.
Longitudinal plate, plate axial load, HSS plastification: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-144.
Longitudinal through plate, plate axial load, HSS wall plastification: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-144.
Cap plate under axial load, local yielding of sidewalls: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-145.
Cap plate under axial load, local crippling of sidewalls: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K1.2, page 16.1-145.
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---- Round HSS ( Table K2.1 ) ----
General check, shear yielding (punching): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.1, page 16.1-148.
T- and Y-connections, chord plastification: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.1, page 16.1-148.
Cross connections, chord plastification: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.1, page 16.1-148.
K-connections with gap or overlap, chord plastification :
Compression: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.1, page 16.1-148.
Tension: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.1, page 16.1-148.
---- Rectangular HSS ( Table K2.2 ) ----
T-, Y-, and cross connections :
Chord wall plastification: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-150.
Shear yielding (punching): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-150.
Local yielding of chord sidewalls: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-150.
Local crippling of chord sidewalls for T- or Y-connections: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-150.
Local crippling of chord sidewalls for cross-connections: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-150.
Local yielding of branch: Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-150.
Gapped K-connections :
Chord wall plastification: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-151.
Shear yielding (punching): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-151.
Local yielding of branch: Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-151.
Overlapped K-connections :
Local yielding of branch: Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K2.2, page 16.1-152.
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---- Round HSS ( Table K3.1 ) ----
Branch under in-plane bending, T- and cross-connections :
Chord plastification: Per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.1, page 16.1-155.
Shear yielding (punching): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.1, page 16.1-155.
Branch under out-of-plane bending, T-, Y- and cross-connections :
Chord plastification: per AISC, the default phi factor (Φ) is 0.90 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.1, page 16.1-155.
Shear yielding (punching): Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.1, page 16.1-155.
---- Rectangular HSS ( Table K3.2 ) ----
Branch under in-plane bending, T-, Y- and cross-connections :
Chord wall plastification: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.2, page 16.1-157.
Sidewall local yielding: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.2, page 16.1-157.
Local yielding of branch: Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section K3.3b.(c), page 16.1-157.
Branch under out-of-plane bending, T- and cross-connections :
Chord wall plastification: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.2, page 16.1-157.
Sidewall local yielding: Per AISC, the default phi factor (Φ) is 1.00 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.2, page 16.1-157.
Local yielding of branch: Per AISC, the default phi factor (Φ) is 0.95 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Table K3.2, page 16.1-157.
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---- Rectangular HSS ( K4 ) ----
Fillet welds: Per AISC, the default phi factor (Φ) is 0.75 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section K4, page 16.1-159.
PJP groove welds: Per AISC, the default phi factor (Φ) is 0.80 . Refer to the AISC Steel Construction Manual , Fourteenth Edition, Section K4, page 16.1-159.
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---- Other factors ----
Flexural rupture strength of connection elements ( page 9-6 ): Per AISC, the default phi factor (Φ) is 0.75 .
Flexural strength of a coped beam ( page 9-7 ): Per AISC, the default phi factor (Φ) is 0.90 .
Flexural strength of an extended configuration shear tab ( page 10-105 ): Per AISC, the default phi factor (Φ) is 0.90 .
Shear strength of an extended configuration shear tab ( page 10-105 ): Per AISC, the default phi factor (Φ) is 1.00 .
Stabilizer plate strength to resist lateral displacement ( page 10-105 ): Per AISC, the default phi factor (Φ) is 0.90 .
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To close LRFD 14th Phi Factors :
"OK" (or the Enter key) closes the LRFD 14th 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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