Copyright 2025 by Space Gass Pty Ltd
Sections considered
B. DESIGN REQUIREMENTS
B3. Design Basis
1. Required Strength
2. Limit States
3. Design for Strength Using Load and Resistance Factor Design (LRFD)
4. Design for Strength Using Allowable Strength Design (ASD)
5. Design for Stability
B4. Member Properties
1. Classification of Sections for Local Buckling
1a. Unstiffened Elements
1b. Stiffened Elements
2. Design Wall Thickness for HSS
3. Gross and Net Area Determination
3a. Gross Area
3b. Net Area
D. DESIGN OF MEMBERS FOR TENSION
D2. Tensile Strength
D3. Effective Net Area
E. DESIGN OF MEMBERS FOR COMPRESSION
E1. General Provisions
E2. Effective Length
E3. Flexural Buckling of Members without Slender Elements
E4. Torsional and Flexural-Torsional Buckling of Members Without Slender Elements
E5. Single Angle Compression Members
E7. Members with Slender Elements
1. Slender Unstiffened Elements, Qs
2. Slender Stiffened Elements, Qa
F. DESIGN OF MEMBERS FOR FLEXURE
F1. General Provisions
F2. Doubly Symmetric Compact I-Shaped Members and Channels Bent About Their Major Axis
1. Yielding
2. Lateral-Torsional Buckling
F3. Doubly Symmetric I-Shaped Members With Compact Webs and Noncompact or Slender Flanges Bent About Their Major Axis
1. Lateral-Torsional Buckling
2. Compression Flange Local Buckling
F4. Other I-Shaped Members With Compact or Noncompact Webs Bent About Their Major Axis
1. Compression Flange Yielding
2. Lateral-Torsional Buckling
3. Compression Flange Local Buckling
4. Tension Flange Yielding
F5. Doubly Symmetric and Singly Symmetric I-Shaped Members With Slender Webs Bent About Their Major Axis
1. Compression Flange Yielding
2. Lateral-Torsional Buckling
3. Compression Flange Local Buckling
4. Tension Flange Yielding
F6. I-Shaped Members and Channels Bent About Their Minor Axis
1. Yielding
2. Flange Local Buckling
F7. Square and Rectangular HSS and Box-Shaped Members
1. Yielding
2. Flange Local Buckling
3. Web Local Buckling
F8. Round HSS
1. Yielding
2. Local Buckling
F9. Tees and Double Angles Loaded in the Plane of Symmetry
1. Yielding
2. Lateral-Torsional Buckling
3. Flange Local Buckling of Tees
4. Local Buckling of Tee Stems in Flexural Compression
F10. Single Angles
1. Yielding
2. Lateral-Torsional Buckling
3. Leg Local Buckling
F11. Rectangular Bars and Rounds
1. Yielding
2. Lateral-Torsional Buckling
F12. Unsymmetrical Shapes
1. Yielding
2. Lateral-Torsional Buckling
3. Local Buckling
F13. Proportions of Beams and Girders
1. Strength Reductions for Members With Holes in the Tension Flange
2. Proportioning Limits for I-Shaped Members
G. DESIGN OF MEMBERS FOR SHEAR
G1. General Provisions
G2. Members With Unstiffened or Stiffened Webs
1. Shear Strength
2. Transverse Stiffeners
G3. Tension Field Action
1. Limits on the Use of Tension Field Action
2. Shear Strength With Tension Field Action
3. Transverse Stiffeners
G4. Single Angles
G5. Rectangular HSS and Box-Shaped Members
G6. Round HSS
G7. Weak Axis Shear in Doubly Symmetric and Singly Symmetric Shapes
H. DESIGN OF MEMBERS FOR COMBINED FORCES AND TORSION
H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force
1. Doubly and Singly Symmetric Members Subject to Flexure and Compression
2. Doubly and Singly Symmetric Members Subject to Flexure and Tension
3. Doubly Symmetric Rolled Compact Members Subject to Single Axis Flexure and Compression
H2. Unsymmetric and Other Members Subject to Flexure and Axial Force
H3. Members Subject to Torsion and Combined Torsion, Flexure, Shear and/or Axial force
1. Round and Rectangular HSS Subject to Torsion
2. HSS Subject to Combined Torsion, Shear, Flexure and Axial Force
3. Non-HSS Members Subject to Torsion and Combined Stress
H4. Rupture of Flanges With Holes Subject to Tension
Limit state equations used
D. DESIGN OF MEMBERS FOR TENSION
D2-1 Pg 16.1-26 - section, member
D2-2 Pg 16.1-26 - section, member
E. DESIGN OF MEMBERS FOR COMPRESSION
E3-1 Pg 16.1-33 - member
E4-1 Pg 16.1-34 - member
E7-1 Pg 16.1-40 - member
F, DESIGN OF MEMBERS FOR FLEXURE
F2-1 Pg 16.1-47 - section, member
F2-2 Pg 16.1-47 - member
F2-3 Pg 16.1-47 - member
F3-1 Pg 16.1-49 - section, member
F3-2 Pg 16.1-49 - section, member
F4-1 Pg 16.1-50 - section, member
F4-2 Pg 16.1-50 - member
F4-3 Pg 16.1-50 - member
F4-13 Pg 16.1-52 - section, member
F4-14 Pg 16.1-52 - section, member
F4-15 Pg 16.1-53 - section, member
F5-1 Pg 16.1-54 - section, member
F5-2 Pg 16.1-54 - member
F5-7 Pg 16.1-55 - section, member
F5-10 Pg 16.1-55 - section, member
F6-1 Pg 16.1-55 - section, member
F6-2 Pg 16.1-56 - section, member
F6-4 Pg 16.1-56 - section, member
F7-1 Pg 16.1-56 - section, member
F7-2 Pg 16.1-57 - section, member
F7-3 Pg 16.1-57 - section, member
F7-5 Pg 16.1-57 - section, member
F8-1 Pg 16.1-57 - section, member
F8-2 Pg 16.1-57 - section, member
F8-3 Pg 16.1-57 - section, member
F9-1 Pg 16.1-58 - section, member
F9-4 Pg 16.1-58 - member
F9-6 Pg 16.1-59 - section, member
F9-7 Pg 16.1-59 - section, member
F9-8 Pg 16.1-59 - section, member
F10-1 Pg 16.1-60 - section, member
F10-2 Pg 16.1-60 - member
F10-3 Pg 16.1-61 - member
F10-7 Pg 16.1-62 - section, member
F10-8 Pg 16.1-62 - section, member
F11-1 Pg 16.1-63 - section, member
F11-2 Pg 16.1-63 - member
F11-3 Pg 16.1-63 - member
F12-1 Pg 16.1-63 - section, member
F13-1 Pg 16.1-64 - section, member
G. DESIGN OF MEMBERS FOR SHEAR
G2-1 Pg 16.1-67 - section, member, shear
G6-1 Pg 16.1-72 - section, member, shear
H. DESIGN OF MEMBERS FOR COMBINED FORCES AND TORSION
H1-1a Pg 16.1-73 - section, member
H1-1b Pg 16.1-73 - section, member
H1-2 Pg 16.1-75 - member
H2-1 Pg 16.1-76 - section, member
H3-1 Pg 16.1-77 - section, member
H3-6 Pg 16.1-78 - section, member
H3-8 Pg 16.1-79 - section, member
H4-1 Pg 16.1-79 - section
Assumptions
GENERAL
The root radius for square and rectangular tubes is taken as the inside radius.
Flange bolt holes equally divided between flanges.
Web bolt holes equally divided between webs where applicable.
If the design calculates a high Ultimate Load Factor then a default failure equation (Yield about xx axis) will be returned.
Warning - If a value has exceeded a limit related to a warning, the value is NOT adjusted to be within that limit, its actual value is used in the calculation.
Section B4.2 Design Wall Thickness for HSS
Some steel manufacturers produce HSS sections with a wall thickness at the very low end of what the specifications allow. To account for this, the US section libraries supplied with SPACE GASS 12.27 and later include adjustments to the HSS section properties (depending on the type of HSS section) and no extra adjustments are made to their properties during an AISC 360 design or check. In SPACE GASS 12.26 and earlier, the US section libraries contained non-adjusted properties for HSS sections and so to allow for this their wall thickness was multiplied by 0.93 during an AISC 360 design or check. It is therefore important that you match the version of the US library with the same version of SPACE GASS, otherwise unsafe designs of HSS sections could result. It is also important that you don't use HSS sections from SPACE GASS 12.26 and earlier with other non-US design codes.
Section B4.3b Net Area
1/16" or 2 mm allowance for hole diameter already assumed to be allowed for in the design data input.
No allowance for chain holes made.
Chapter D Design of Members for Tension
Pin connected members not checked.
Block shear strength not checked.
Eyebars not checked.
Section D3 Effective Net Area
A number of factors are unknown ie the length of the connection, number of bolts in line and the type of the weld used. The user has the choice to leave U as 1.0 via the U flag or turn it on and use the conservative approach as detailed in the Commentary Page 16.1-250 where the net area of the connected elements are used as Ae. A U value is returned to indicate the reduction from the net area ie U = Ae/An.
Circular, square or rectangular solid sections plus circular tubes use a worst case assumption of U = 0.75.
Section E5 Single Angle Compression members
Section E5.(a) used - group length used as they are individual members or web members.
Section F
Outstands on box girders treated as tee flanges.
Non double symmetric box girders are not supported by F7, each flange and web is still checked individually.
No allowance made for loads placed above or below the centroid.
No allowance for cantilevers in calculation of Cb.
Section F10 Single Angles
Bending about principal axis only.
Section F11.1
Yielding of solid bars, warning issued if slenderness limit exceeded, capacities still calculated.
Section F13.2 Proportions limits for I shaped members
Warning given if limits exceeded, calculations still done even though limits have been exceeded.
Section G
No reduction in shear areas for bolt holes.
No web transverse stiffeners assumed.
No shear tension field action is considered (Sect G3).
Solid circle shear done same as CHS with wall thickness equal to radius.
Section G4 Single Angles
Star shapes have double shear capacity of equivalent single angle.
Section G5 Rectangular HSS and Box shaped members
Box sections with different thickness flanges and possibly outstands, the element that produces the worst Cv value is used as the controlling Cv and the sum of all of the contributing shear elements is used for Aw.
If there is a flange outstand on the box girder these are treated like a T stem kv = 1.2.
Section G7 weak axis shear
If any torsion then equation H3-8 used.
Section H1.3
Applied if section is rolled compact in flexure about major axis (axial class ignored).
Copyright 2025 by Space Gass Pty Ltd