AS 4100-1990

1 - AS 4100-1990 STEEL STRUCTURES
4 - PREFACE
5 - CONTENTS
8 - SECTION 1 SCOPE AND GENERAL
8 - 1.1 SCOPE
8 - 1.2 REFERENCED DOCUMENTS
8 - 1.3 DEFINITIONS
10 - 1.4 NOTATION
17 - 1.5 USE OF ALTERNATIVE MATERIALS OR METHODS
17 - 1.5.1 General
18 - 1.5.2 Existing structures
18 - 1.6 DESIGN
18 - 1.6.1 Design data
18 - 1.6.2 Design details
18 - 1.7 CONSTRUCTION
19 - SECTION 2 MATERIALS
19 - 2.1 YIELD STRESS AND TENSILE STRENGTH USED IN DESIGN
19 - 2.1.1 Yield stress
19 - 2.1.2 Tensile strength
19 - 2.2 STRUCTURAL STEEL
19 - 2.2.1 Australian Standards
19 - 2.2.2 Acceptance of steels
19 - 2.2.3 Unidentified steel
19 - 2.3 FASTENERS
19 - 2.3.1 Steel bolts, nuts and washers
19 - 2.3.2 Equivalent high strength fasteners
19 - 2.3.3 Welds
19 - 2.3.4 Welded studs
19 - 2.3.5 Explosive fasteners
19 - 2.3.6 Anchor bolts
19 - 2.4 STEEL CASTINGS
22 - SECTION 3 GENERAL DESIGN REQUIREMENTS
22 - 3.1 DESIGN
22 - 3.1.1 Aim
22 - 3.1.2 Requirements
22 - 3.2 LOADS AND OTHER ACTIONS
22 - 3.2.1 Loads
22 - 3.2.2 Other actions
22 - 3.2.3 Design load combinations
22 - 3.2.4 Notional horizontal forces
22 - 3.3 STABILITY LIMIT STATE
23 - 3.4 STRENGTH LIMIT STATE
23 - 3.5 SERVICEABILITY LIMIT STATE
23 - 3.5.1 General
23 - 3.5.2 Method
24 - 3.5.3 Deflection limits
24 - 3.5.4 Vibration of beams
24 - 3.5.5 Bolt serviceability limit state
24 - 3.5.6 Corrosion protection
24 - 3.6 STRENGTH AND SERVICEABILITY LIMIT STATES BY LOAD TESTING
24 - 3.7 BRITTLE FRACTURE
24 - 3.8 FATIGUE
24 - 3.9 FIRE
24 - 3.10 EARTHQUAKE
24 - 3.11 OTHER DESIGN REQUIREMENTS
25 - SECTION 4 METHODS OF STRUCTURAL ANALYSIS
25 - 4.1 METHODS OF DETERMINING ACTION EFFECTS
25 - 4.1.1 General
25 - 4.1.2 Definitions
25 - 4.2 FORMS OF CONSTRUCTION ASSUMED FOR STRUCTURAL ANALYSIS
25 - 4.2.1 General
25 - 4.2.2 Rigid construction
25 - 4.2.3 Semi-rigid construction
25 - 4.2.4 Simple construction
25 - 4.2.5 Design of connections
25 - 4.3 ASSUMPTIONS FOR ANALYSIS
25 - 4.3.1 General
25 - 4.3.2 Span length
26 - 4.3.3 Arrangements of live loads for buildings
26 - 4.3.4 Simple construction
26 - 4.4 ELASTIC ANALYSIS
26 - 4.4.1 General
26 - 4.4.2 First-order elastic analysis
30 - 4.5 PLASTIC ANALYSIS
30 - 4.5.1 Application
30 - 4.5.2 Limitations
30 - 4.5.3 Assumptions of analysis
30 - 4.5.4 Second order effects
30 - 4.6 MEMBER BUCKLING ANALYSIS
30 - 4.6.1 General
31 - 4.6.2 Member elastic buckling load
31 - 4.6.3 Member effective length factor
34 - 4.7 FRAME BUCKLING ANALYSIS
34 - 4.7.1 General
34 - 4.7.2 In-plane frame buckling
36 - SECTION 5 MEMBERS SUBJECT TO BENDING
36 - 5.1 DESIGN FOR BENDING MOMENT
36 - 5.2 SECTION MOMENT CAPACITY FOR BENDING ABOUT A PRINCIPAL AXIS
36 - 5.2.1 General
36 - 5.2.2 Section slenderness
37 - 5.2.3 Compact sections
37 - 5.2.4 Non-compact sections
37 - 5.2.5 Slender sections
38 - 5.2.6 Elastic and plastic section moduli
38 - 5.3 MEMBER CAPACITY OF SEGMENTS WITH FULL LATERAL RESTRAINT
38 - 5.3.1 Member capacity
38 - 5.3.2 Segments with full lateral restraint
39 - 5.3.3 Critical section
39 - 5.4 RESTRAINTS
39 - 5.4.1 General
40 - 5.4.2 Restraints at a cross-section
42 - 5.4.3 Restraining elements
42 - 5.5 CRITICAL FLANGE
42 - 5.5.1 General
42 - 5.5.2 Segments with both ends restrained
43 - 5.5.3 Segments with one end unrestrained
43 - 5.6 MEMBER CAPACITY OF SEGMENTS WITHOUT FULL LATERAL RESTRAINT
43 - 5.6.1 Segments fully or partially restrained at both ends
45 - 5.6.2 Segments unrestrained at one end
46 - 5.6.3 Effective length
47 - 5.6.4 Design by buckling analysis
47 - 5.7 BENDING IN A NON-PRINCIPAL PLANE
47 - 5.7.1 Deflections constrained to a non–principal plane
47 - 5.7.2 Deflections unconstrained
48 - 5.8 SEPARATORS AND DIAPHRAGMS
48 - 5.9 DESIGN OF WEBS
48 - 5.9.1 General
48 - 5.9.2 Definition of web panel
48 - 5.9.3 Minimum thickness of web panel
48 - 5.10 ARRANGEMENT OF WEBS
48 - 5.10.1 Unstiffened webs
48 - 5.10.2 Load bearing stiffeners
48 - 5.10.3 Side reinforcing plates
48 - 5.10.4 Transversely stiffened webs
49 - 5.10.5 Webs with longitudinal and transverse stiffeners
49 - 5.10.6 Webs of members designed plastically
49 - 5.10.7 Openings in webs
49 - 5.11 SHEAR CAPACITY OF WEBS
49 - 5.11.1 Shear capacity
49 - 5.11.2 Approximately uniform shear stress distribution
50 - 5.11.3 Nonãuniform shear stress distribution
50 - 5.11.4 Shear yield capacity
50 - 5.11.5 Shear buckling capacity
51 - 5.12 INTERACTION OF SHEAR AND BENDING
51 - 5.12.1 General
52 - 5.12.2 Proportioning method
52 - 5.12.3 Shear and bending interaction method
52 - 5.13 COMPRESSIVE BEARING ACTION ON THE EDGE OF A WEB
52 - 5.13.1 Dispersion of force to web
52 - 5.13.2 Bearing capacity
52 - 5.13.3 Bearing yield capacity
53 - 5.13.4 Bearing buckling capacity
53 - 5.13.5 Combined bending and bearing of rectangular and square hollow sections
56 - 5.14 DESIGN OF LOAD BEARING STIFFENERS
56 - 5.14.1 Yield capacity
56 - 5.14.2 Buckling capacity
56 - 5.14.3 Outstand of stiffeners
56 - 5.14.4 Fitting of load bearing stiffeners
56 - 5.14.5 Design for torsional end restraint
57 - 5.15 DESIGN OF INTERMEDIATE TRANSVERSE WEB STIFFENERS
57 - 5.15.1 General
57 - 5.15.2 Spacing
57 - 5.15.3 Minimum area
57 - 5.15.4 Buckling capacity
57 - 5.15.5 Minimum stiffness
57 - 5.15.6 Outstand of stiffeners
58 - 5.15.7 External forces
58 - 5.15.8 Connection of intermediate stiffeners to web
58 - 5.15.9 End posts
58 - 5.16 DESIGN OF LONGITUDINAL WEB STIFFENERS
58 - 5.16.1 General
58 - 5.16.2 Minimum stiffness
59 - SECTION 6 MEMBERS SUBJECT TO AXIAL COMPRESSION
59 - 6.1 DESIGN FOR AXIAL COMPRESSION
59 - 6.2 NOMINAL SECTION CAPACITY
59 - 6.2.1 General
59 - 6.2.2 Form factor
59 - 6.2.3 Plate element slenderness
59 - 6.2.4 Effective width
60 - 6.3 NOMINAL MEMBER CAPACITY
60 - 6.3.1 Definitions
60 - 6.3.2 Effective length
61 - 6.3.3 Nominal capacity of a member of constant cross-section
63 - 6.3.4 Nominal capacity of a member of varying cross…section
63 - 6.4 LACED AND BATTENED COMPRESSION MEMBERS
63 - 6.4.1 Design forces
63 - 6.4.2 Laced compression members
64 - 6.4.3 Battened compression member
65 - 6.5 COMPRESSION MEMBERS BACK TO BACK
65 - 6.5.1 Components separated
65 - 6.5.2 Components in contact
65 - 6.6 RESTRAINTS
65 - 6.6.1 Restraint systems
65 - 6.6.2 Restraining members and connections
66 - 6.6.3 Parallel braced compression members
67 - SECTION 7 MEMBERS SUBJECT TO AXIAL TENSION
67 - 7.1 DESIGN FOR AXIAL TENSION
67 - 7.2 NOMINAL SECTION CAPACITY
67 - 7.3 DISTRIBUTION OF FORCES
67 - 7.3.1 End connections providing uniform force distribution
67 - 7.3.2 End connections providing non-uniform force distribution
67 - 7.4 TENSION MEMBERS WITH TWO OR MORE MAIN COMPONENTS
67 - 7.4.1 General
67 - 7.4.2 Design forces for connections
68 - 7.4.3 Tension member composed of two components back-to-back
69 - 7.4.4 Laced tension member
69 - 7.4.5 Battened tension member
69 - 7.5 MEMBERS WITH PIN CONNECTIONS
70 - SECTION 8 MEMBERS SUBJECT TO COMBINED ACTIONS
70 - 8.1 GENERAL
70 - 8.2 DESIGN ACTIONS
70 - 8.3 SECTION CAPACITY
70 - 8.3.1 General
70 - 8.3.2 Uniaxial bending about the major principal x-axis
71 - 8.3.3 Uniaxial bending about the minor principal y-axis
71 - 8.3.4 Biaxial bending
71 - 8.4 MEMBER CAPACITY
71 - 8.4.1 General
72 - 8.4.2 In-plane capacity - elastic analysis
72 - 8.4.3 In-plane capacity - plastic analysis
74 - 8.4.4 Out-of-plane capacity
75 - 8.4.5 Biaxial bending capacity
75 - 8.4.6 Eccentrically loaded double bolted or welded single angles in trusses
77 - SECTION 9 CONNECTIONS
77 - 9.1 GENERAL
77 - 9.1.1 Requirements for connections
77 - 9.1.2 Classification of connections
77 - 9.1.3 Design of connections
77 - 9.1.4 Minimum design actions on connections
78 - 9.1.5 Intersections
78 - 9.1.6 Choice of fasteners
78 - 9.1.7 Combined connections
78 - 9.1.8 Prying forces
78 - 9.1.9 Connection components
78 - 9.1.10 Deductions for fastener holes
79 - 9.1.11 Hollow section connections
79 - 9.2 DEFINITIONS
80 - 9.3 DESIGN OF BOLTS
80 - 9.3.1 Bolts and bolting category
80 - 9.3.2 Bolt strength limit states
81 - 9.3.3 Bolt serviceability limit state
82 - 9.4 ASSESSMENT OF THE STRENGTH OF A BOLT GROUP
82 - 9.4.1 Bolt group subject to in-plane loading
82 - 9.4.2 Bolt group subject to out-of-plane loading
82 - 9.4.3 Bolt group subject to combinations of in-plane and out-of-plane loadings
82 - 9.5 DESIGN OF A PIN CONNECTION
82 - 9.5.1 Pin in shear
83 - 9.5.2 Pin in bearing
83 - 9.5.3 Pin in bending
83 - 9.5.4 Ply in bearing
83 - 9.6 DESIGN DETAILS FOR BOLTS AND PINS
83 - 9.6.1 Minimum pitch
83 - 9.6.2 Minimum edge distance
83 - 9.6.3 Maximum pitch
84 - 9.6.4 Maximum edge distance
84 - 9.6.5 Holes
84 - 9.7 DESIGN OF WELDS
84 - 9.7.1 Scope
84 - 9.7.2 Complete and incomplete penetration butt welds
86 - 9.7.3 Fillet welds
89 - 9.7.4 Plug and slot welds
89 - 9.7.5 Compound weld
90 - 9.8 ASSESSMENT OF THE STRENGTH OF A WELD GROUP
90 - 9.8.1 Weld group subject to in-plane loading
90 - 9.8.2 Weld group subject to out-of-plane loading
91 - 9.8.3 Weld group subject to in-plane and out-of-plane loading
91 - 9.8.4 Combination of weld types
91 - 9.9 PACKING IN CONSTRUCTION
92 - SECTION 10 BRITTLE FRACTURE
92 - 10.1 METHODS
92 - 10.2 NOTCH-DUCTILE RANGE METHOD
92 - 10.3 DESIGN SERVICE TEMPERATURE
92 - 10.3.1 Basic design temperature
92 - 10.3.2 Modifications to the basic design temperature
92 - 10.4 MATERIAL SELECTION
92 - 10.4.1 Selection of steel type
93 - 10.4.2 Limitations
93 - 10.4.3 Modification for certain applications
94 - 10.4.4 Selection of steel grade
94 - 10.5 FRACTURE ASSESSMENT
95 - SECTION 11 FATIGUE
95 - 11.1 GENERAL
95 - 11.1.1 Requirements
95 - 11.1.2 Definitions
95 - 11.1.3 Notation
96 - 11.1.4 Limitation
96 - 11.1.5 Designation of weld category
96 - 11.1.6 Method
96 - 11.1.7 Thickness effect
96 - 11.2 FATIGUE LOADING
97 - 11.3 DESIGN SPECTRUM
97 - 11.3.1 Stress determination
97 - 11.3.2 Design spectrum calculation
97 - 11.4 EXEMPTION FROM ASSESSMENT
97 - 11.5 DETAIL CATEGORY
97 - 11.5.1 Detail categories for normal stress
98 - 11.5.2 Detail categories for shear stress
107 - 11.6 FATIGUE STRENGTH
107 - 11.6.1 Definition of fatigue strength for normal stress
109 - 11.6.2 Definition of fatigue strength for shear stress
110 - 11.7 EXEMPTION FROM FURTHER ASSESSMENT
110 - 11.8 FATIGUE ASSESSMENT
110 - 11.8.1 Constant stress range
110 - 11.8.2 Variable stress range
110 - 11.9 PUNCHING LIMITATION
111 - SECTION 12 FIRE
111 - 12.1 REQUIREMENTS
111 - 12.2 DEFINITIONS
111 - 12.3 DETERMINATION OF PERIOD OF STRUCTURAL ADEQUACY
111 - 12.4 VARIATION OF MECHANICAL PROPERTIES OF STEEL WITH TEMPERATURE
111 - 12.4.1 Variation of yield stress with temperature
112 - 12.4.2 Variation of modulus of elasticity with temperature
113 - 12.5 DETERMINATION OF LIMITING STEEL TEMPERATURE
113 - 12.6 DETERMINATION OF TIME AT WHICH LIMITING TEMPERATURE IS ATTAINED FOR PROTECTED MEMBERS
113 - 12.6.1 Methods
113 - 12.6.2 Temperature based on test series
113 - 12.6.3 Temperature based on single test
114 - 12.7 DETERMINATION OF TIME AT WHICH LIMITING TEMPERATURE IS ATTAINED FOR UNPROTECTED MEMBERS
115 - 12.8 DETERMINATION OF PSA FROM A SINGLE TEST
115 - 12.9 THREE-SIDED FIRE EXPOSURE CONDITION
115 - 12.10 SPECIAL CONSIDERATIONS
115 - 12.10.1 Connections
115 - 12.10.2 Web penetrations
118 - SECTION 13 EARTHQUAKE
118 - 13.1 GENERAL
118 - 13.2 DEFINITIONS
118 - 13.3 DESIGN AND DETAILING REQUIREMENTS
118 - 13.3.1 General
118 - 13.3.2 Requirements for structures of earthquake Design Categories A and B
118 - 13.3.3 Requirements for structures of earthquake Design Category C
118 - 13.3.4 Requirements for structures of earthquake Design Categories D and E
119 - 13.4 DESIGN REQUIREMENTS FOR NON-BUILDING STRUCTURES
122 - SECTION 14 FABRICATION
122 - 14.1 GENERAL
122 - 14.2 MATERIAL
122 - 14.2.1 General
122 - 14.2.2 Identification
122 - 14.3 FABRICATION PROCEDURES
122 - 14.3.1 Methods
122 - 14.3.2 Full contact splices
122 - 14.3.3 Cutting
123 - 14.3.4 Welding
123 - 14.3.5 Holing
123 - 14.3.6 Bolting
124 - 14.3.7 Pinned connection
124 - 14.4 TOLERANCES
124 - 14.4.1 General
124 - 14.4.2 Notation
124 - 14.4.3 Cross-section
127 - 14.4.4 Compression member
127 - 14.4.5 Beam
127 - 14.4.6 Tension member
129 - SECTION 15 ERECTION
129 - 15.1 GENERAL
129 - 15.1.1 Rejection of an erected item
129 - 15.1.2 Safety during erection
129 - 15.1.3 Equipment support
129 - 15.1.4 Reference temperature
129 - 15.2 ERECTION PROCEDURES
129 - 15.2.1 General
129 - 15.2.2 Delivery, storage and handling
129 - 15.2.3 Assembly and alignment
130 - 15.2.4 Assembly of a connection involving tensioned bolts
130 - 15.2.5 Methods of tensioning
131 - 15.3 TOLERANCES
131 - 15.3.1 Location of anchor bolts
133 - 15.3.2 Column base
133 - 15.3.3 Plumbing of a compression member
133 - 15.3.4 Column splice
133 - 15.3.5 Level and alignment of a beam
133 - 15.3.6 Position of a tension member
133 - 15.3.7 Overall building dimensions
134 - 15.4 INSPECTION OF BOLTED CONNECTIONS
134 - 15.4.1 Tensioned bolts
135 - 15.4.2 Damaged items
135 - 15.5 GROUTING AT SUPPORTS
135 - 15.5.1 Compression member base or beam
135 - 15.5.2 Grouting
136 - SECTION 16 MODIFICATION OF EXISTING STRUCTURES
136 - 16.1 GENERAL
136 - 16.2 MATERIALS
136 - 16.3 CLEANING
136 - 16.4 SPECIAL PROVISIONS
136 - 16.4.1 Welding and cutting
136 - 16.4.2 Welding sequence
137 - SECTION 17 TESTING OF STRUCTURES OR ELEMENTS
137 - 17.1 GENERAL
137 - 17.1.1 Scope of Section
137 - 17.1.2 Circumstances requiring tests
137 - 17.2 DEFINITIONS
137 - 17.3 TEST REQUIREMENTS
137 - 17.4 PROOF TESTING
137 - 17.4.1 Application
137 - 17.4.2 Test load
137 - 17.4.3 Criteria for acceptance
137 - 17.5 PROTOTYPE TESTING
137 - 17.5.1 Test specimen
137 - 17.5.2 Test load
137 - 17.5.3 Criteria for acceptance
137 - 17.5.4 Acceptance of production units
138 - 17.6 REPORT OF TESTS
139 - APPENDIX A - REFERENCED DOCUMENTS
141 - APPENDIX B - SUGGESTED DEFLECTION LIMITS
141 - B1 SUGGESTED VERTICAL DEFLECTION LIMITS FOR BEAMS
141 - B2 SUGGESTED HORIZONTAL DEFLECTION LIMITS
142 - APPENDIX C - CORROSION PROTECTION
142 - C1 SCOPE
142 - C2 SYSTEMS
142 - C3 STANDARDS
142 - C4 INACCESSIBLE SURFACES
142 - C5 PROTECTION DURING TRANSPORT AND HANDLING AFTER CORROSION PROTEC- TION
142 - C6 REPAIRS TO CORROSION PROTECTION
142 - C7 RELEVANT STANDARDS
144 - APPENDIX D - ADVANCED STRUCTURAL ANALYSIS
144 - D1 GENERAL
144 - D2 DESIGN
144 - APPENDIX E - SECOND ORDER ELASTIC ANALYSIS
144 - E1 ANALYSIS
144 - E2 DESIGN BENDING MOMENT
145 - APPENDIX F - MOMENT AMPLIFICATION FOR A SWAY MEMBER
146 - APPENDIX G - BRACED MEMBER BUCKLING IN FRAMES
148 - APPENDIX H - ELASTIC RESISTANCE TO LATERAL BUCKLING
148 - H1 GENERAL
148 - H2 SEGMENTS RESTRAINED AT BOTH ENDS
148 - H3 SEGMENTS UNRESTRAINED AT ONE END
149 - H4 REFERENCE ELASTIC BUCKLING MOMENT
150 - H5 EFFECTS OF END RESTRAINTS
150 - H5.1 Torsional end restraints
150 - H5.2 End restraints against lateral rotation
150 - H5.2.1 Segments restrained at both ends
150 - H5.2.2 Segments unrestrained at one end
151 - H6 REFERENCES
152 - APPENDIX I - STRENGTH OF STIFFENED WEB PANELS UNDER COMBINED ACTIONS
152 - I1 YIELDING CHECK
153 - I2 BUCKLING CHECK
154 - APPENDIX J - STANDARD TEST FOR EVALUATION OF SLIP FACTOR
154 - J1 TEST SPECIMENS
154 - J1.1 Form
154 - J1.2 Assembly and measurement
155 - J1.3 Number of specimens
155 - J2 INSTRUMENTATION
155 - J3 METHOD OF TESTING
155 - J4 SLIP LOAD
156 - J5 SLIP FACTOR
157 - APPENDIX K - INSPECTION OF BOLT TENSION USING A TORQUE WRENCH
157 - K1 GENERAL
157 - K2 CALIBRATION
157 - K3 INSPECTION
157 - K4 ACTION
158 - INDEX

This Standard sets out minimum requirements for the design, fabrication, erection, and modification of steelwork in structures in accordance with the limit states design method. This Standard differs markedly from thw 1981 edition since it is prepared in limit state format with consequential amendments and major technical revision. It also oncorporates AS 1511, SAA High-strength Structural Bolting Code.

This Standard sets out minimum requirements for the design, fabrication, erection, and modification of steelwork in structures in accordance with the limit states design method.This Standard applies to buildings, structures and cranes constructed of steel.This Standard is intended to apply also to roadway, railway, and pedestrian bridges. However, the requirements given in this Standard may not always be sufficient for bridge applications. In these circumstances, the specifications of the relevant Authority shall be used.This Standard does not apply to the following structures and materials:(a) Steel elements less than 3 mm thick, with the exception of sections complying with AS 1163 and packers.(b) Steel members for which the value of the yield stress used in design (fy) exceeds 450 MPa.(c) Coldformed members, other than those complying with AS 1163, which shall be designed in accordance with AS 1538.(d) Composite steelconcrete members, which shall be designed in accordance with AS 2327.NOTE: The general principles of design, fabrication, erection, and modification embodied in this Standard may be applied to steelframed structures or members not specifically mentioned herein.