AS 4100 SUPP 1-1999

1 - AS 4100 SUPP1-1999 STEEL STRUCTURES - COMMENTARY (SUPPLEMENT TO AS 4100-1998)
4 - PREFACE
4 - ACKNOWLEDGEMENTS
5 - CONTENTS
9 - SECTION C1 SCOPE AND GENERAL
9 - C1.1 SCOPE
10 - C1.2 REFERENCED DOCUMENTS
10 - C1.3 DEFINITIONS
10 - C1.4 NOTATION
10 - C1.5 USE OF ALTERNATIVE MATERIALS OR METHODS
10 - C1.6 DESIGN
10 - C1.7 CONSTRUCTION
10 - REFERENCES
11 - SECTION C2 MATERIALS
11 - C2.1 YIELD STRESS AND TENSILE STRENGTH USED IN DESIGN
11 - C2.2 STRUCTURAL STEEL
11 - C2.3 FASTENERS
11 - C2.4 STEEL CASTINGS
12 - REFERENCE
13 - SECTION C3 GENERAL DESIGN REQUIREMENTS
13 - C3.1 DESIGN
13 - C3.2 LOADS AND OTHER ACTIONS
14 - C3.3 STABILITY LIMIT STATE
14 - C3.4 STRENGTH LIMIT STATE
15 - C3.5 SERVICEABILITY LIMIT STATE
17 - C3.6 – C3.11 No Commentary
17 - REFERENCES
19 - SECTION C4 METHODS OF STRUCTURAL ANALYSIS
19 - INTRODUCTION
19 - C4.1 METHODS OF DETERMINING ACTION EFFECTS
20 - C4.2 FORMS OF CONSTRUCTION ASSUMED FOR STRUCTURAL ANALYSIS
21 - C4.3 ASSUMPTIONS FOR ANALYSIS
22 - C4.4 ELASTIC ANALYSIS
25 - C4.5 PLASTIC ANALYSIS
25 - C4.6 MEMBER BUCKLING ANALYSIS
27 - C4.7 FRAME BUCKLING ANALYSIS
28 - REFERENCES
30 - SECTION C5 MEMBERS SUBJECT TO BENDING
30 - INTRODUCTION
30 - C5.1 DESIGN FOR BENDING MOMENT
31 - C5.2 SECTION MOMENT CAPACITY FOR BENDING ABOUT A PRINCIPAL AXIS
34 - C5.3 MEMBER CAPACITY OF SEGMENTS WITH FULL LATERAL RESTRAINT
36 - C5.4 RESTRAINTS
38 - C5.5 CRITICAL FLANGE
38 - C5.6 MEMBER CAPACITY OF SEGMENTS WITHOUT FULL LATERAL RESTRAINT
43 - C5.7 BENDING IN A NON-PRINCIPAL PLANE
43 - C5.8 SEPARATORS AND DIAPHRAGMS
43 - C5.9 DESIGN OF WEBS
44 - C5.10 ARRANGEMENT OF WEBS
45 - C5.11 SHEAR CAPACITY OF WEBS
50 - C5.12 INTERACTION OF SHEAR AND BENDING
51 - C5.13 COMPRESSIVE BEARING ACTION ON THE EDGE OF A WEB
52 - C5.14 DESIGN OF LOAD BEARING STIFFENERS
53 - C5.15 DESIGN OF INTERMEDIATE TRANSVERSE WEB STIFFENERS
54 - C5.16 DESIGNING OF LONGITUDINAL WEB STIFFENERS
55 - REFERENCES
58 - SECTION C6 MEMBERS SUBJECT TO AXIAL COMPRESSION
58 - INTRODUCTION
58 - C6.1 DESIGN FOR AXIAL COMPRESSION
58 - C6.2 NOMINAL SECTION CAPACITY
59 - C6.3 NOMINAL MEMBER CAPACITY
61 - C6.4 LACED AND BATTENED COMPRESSION MEMBERS
63 - C6.5 COMPRESSION MEMBERS BACK TO BACK
64 - C6.6 RESTRAINTS
64 - REFERENCES
67 - SECTION C7 MEMBERS SUBJECT TO AXIAL TENSION
67 - C7.1 DESIGN FOR AXIAL TENSION
67 - C7.2 NOMINAL SECTION CAPACITY
68 - C7.3 DISTRIBUTION OF FORCES
69 - C7.4 TENSION MEMBERS WITH TWO OR MORE MAIN COMPONENTS
69 - C7.5 MEMBERS WITH PIN CONNECTIONS
70 - REFERENCES
71 - SECTION C8 MEMBERS SUBJECT TO COMBINED ACTIONS
71 - INTRODUCTION
71 - C8.1 GENERAL
71 - C8.2 DESIGN ACTIONS
72 - C8.3 SECTION CAPACITY
72 - C8.4 MEMBER CAPACITY
75 - C8.5 TORSION
82 - REFERENCES
84 - SECTION C9 CONNECTIONS
84 - C9.1 GENERAL
87 - C9.2 DEFINITIONS
87 - C9.3 DESIGN OF BOLTS
95 - C9.4 ASSESSMENT OF THE STRENGTH OF A BOLT GROUP
97 - C9.5 DESIGN OF A PIN CONNECTION
97 - C9.6 DESIGN DETAILS FOR BOLTS AND PINS
98 - C9.7 DESIGN OF WELDS
106 - C9.8 ASSESSMENT OF THE STRENGTH OF A WELD GROUP
109 - C9.9 PACKING IN CONSTRUCTION
109 - REFERENCES
112 - SECTION C10 BRTTLE FRACTURE
112 - INTRODUCTION
112 - C10.2 METHODS
112 - C10.3 NOTCH-DUCTILE RANGE METHOD
113 - C10.4 DESIGN SERVICE TEMPERATURE
113 - C10.5 MATERIAL SELECTION
114 - C10.6 FRACTURE ASSESSMENT
117 - REFERENCES
119 - SECTION C11 FATIGUE
119 - INTRODUCTION
121 - C11.1 GENERAL
122 - C11.2 FATIGUE LOADING
123 - C11.3 DESIGN SPECTRUM
124 - C11.4 EXEMPTION FROM FURTHER ASSESSMENT
124 - C11.5 DETAIL CATEGORY
125 - C11.6 FATIGUE STRENGTH
125 - C11.7 EXEMPTION FROM FURTHER ASSESSMENT
125 - C11.8 FATIGUE ASSESSMENT
126 - C11.9 PUNCHING LIMITATION
126 - REFERENCES
127 - SECTION C12 FIRE
127 - C12.1 REQUIREMENTS
127 - C12.2 DEFINITIONS
127 - C12.3 DETERMINATION OF PERIOD OF STRUCTURAL ADEQUACY
128 - C12.4 VARIATION OF MECHANICAL PROPERTIES OF STEEL WITH TEMPERATURE
128 - C12.5 DETERMINATION OF LIMITING STEEL TEMPERATURE
128 - C12.6 DETERMINATION OF TIME AT WHICH LIMITING TEMPERATURE IS ATTAINED FOR PROTECTED MEMBERS
128 - C12.7 DETERMINATION OF TIME AT WHICH LIMITING TEMPERATURE IS ATTAINED FOR UNPROTECTED MEMBERS
128 - C12.8 DETERMINATION OF PSA FROM A SINGLE TEST
129 - C12.9 THREE-SIDED FIRE EXPOSURE CONDITION
129 - C12.10 SPECIAL CONSIDERATIONS
129 - REFERENCES
131 - SECTION C13 EARTHQUAKE
131 - INTRODUCTION
131 - C13.1 GENERAL
131 - C13.2 DEFINITIONS
131 - C13.3 DESIGN AND DETAILING REQUIREMENTS
134 - C13.4 DESIGN REQUIREMENTS FOR NON-BUILDING STRUCTURES
134 - ADDITIONAL COMMENTARY- SECOND ORDER EFFECTS
135 - REFERENCES
136 - SECTION C14 FABRICATION
136 - C14.1 GENERAL
136 - C14.2 MATERIAL
137 - C14.3 FABRICATION PROCEDURES
142 - C14.4 TOLERANCES
144 - C14.5 INSPECTION
145 - C14. 6 FABRICATION MATTERS AND CONTRACT DOCUMENTS
145 - REFERENCES
147 - SECTION C15 ERECTION
147 - C15.1 GENERAL
148 - C15.2 ERECTION PROCEDURES
151 - C15.3 TOLERANCES
153 - C15.4 INSPECTION OF BOLTED CONNECTIONS
154 - C15.5 GROUTING AT SUPPORTS
154 - C15.6 INSPECTION
154 - C15.7 ERECTION MATTERS AND CONTRACT DOCUMENTS
154 - REFERENCES
155 - SECTION C16 MODIFICATION OF EXISTING STRUCTURES
155 - C16.1 GENERAL
156 - C16.2 MATERIALS
156 - C16.3 CLEANING
156 - C16.4 SPECIAL PROVISIONS
157 - REFERENCE
158 - SECTION C17 TESTING OF STRUCTURES OR ELEMENTS
158 - C17.1 GENERAL
158 - C17.2 DEFINITIONS
159 - C17.3 TEST REQUIREMENTS
159 - C17.4 PROOF TESTING
160 - C17.5 PROTOTYPE TESTING
160 - C17.6 REPORT OF TESTS
162 - APPENDIX CA - DOCUMENTS REFERENCED
163 - APPENDIX CB - SUGGESTED DEFLECTION LIMITS
164 - APPENDIX CC - CORROSION PROTECTION
165 - APPENDIX CD - ADVANCED STRUCTURAL ANALYSIS
166 - APPENDIX CE - SECOND-ORDER ELASTIC ANALYSIS
167 - APPENDIX CF - MOMENT AMPLIFICATION FOR A SWAY MEMBER
168 - APPENDIX CG - BRACED MEMBER BUCKLING IN FRAMES
169 - APPENDIX CH - ELASTIC RESISTANCE TO LATERAL BUCKLING
171 - APPENDIX CI - STRENGTH OF STIFFENED WEB PANELS UNDER COMBINED ACTIONS
172 - APPENDIX CJ - STANDARD TEST FOR EVALUATION OF SLIP FACTOR
173 - APPENDIX CK - INSPECTION OF BOLT TENSION USING A TORQUE WRENCH
174 - APPENDIX CL - LIMIT STATES DATA SHEETS

Provides background information and guidance to the requirements of AS4100-1998.

The Standard sets out the minimum requirements for the limit states design, fabrication, erection, and modification of safe, serviceable and durable steel structures. There may be additional requirements not specifically covered in the Standard which may also have to be considered by design engineers. Road and railway bridges are covered by the Australian Bridge Design Code HB 77 (written in limit states format). HB 77 uses the Standard as the basis of its steel bridge design provisions. Steel elements less than 3 mm thick are excluded for reasons of practicality and concern about corrosion, because members from thinner material are usually cold-formed and then they fall within the scope of AS/NZS 4600. In addition, the connections in elements less than 3 mm thick are better handled by the provisions of AS/NZS 4600 than by the Standard. The exceptions to this exclusion are hollow section members to AS 1163. Hollow section members to AS 1163 are most commonly cold-formed, but have traditionally been designed using the previous editions of the Standard since they were for many years hot-formed. Tests carried out on members manufactured to AS 1163 confirm the applicability of the provisions of the Standard for such members including members with a wall thickness less than 3 mm. (Refs 1, 2 and 3). All other cold-formed members should be designed in accordance with AS/NZS 4600. The limit of 450 MPa for the yield stress used in design stems from a lack of research data on steel grades above this value, and the applicability of all of the member design provisions for a higher design yield stress cannot be confirmed. Australian steel Standards generally contain no steel grades with a specified yield stress above 450 MPa, with the exception of one grade (XF500) in AS/NZS 1594. Additional provisions to those in the standards may be required for steels of higher yield stress. Clause 1.1 does not preclude the use of steels having a specified yield stress greater than 450 MPa provided that the yield stress used in design (fy) is limited to 450 MPa. Note,however, that the use of a steel having a specified yield stress greater than 450 MPa is specifically excluded from plastic design by Clause 4.5.2. Composite steel-concrete members should be designed using the provisions of AS 2327, Composite structures. The Standard is not intended to be used for thin-walled shell or plate structures since such structures are subject to failure modes not addressed in the Standard. It is, however, considered reasonable to design floor plates using the Standard. (See Introduction to Commentary on Section 5.)

First published as AS 4100 Supp1-1990.
Second edition 1999.