AS 2327.1-1996 Composite structures - Simply supported beams
Standards Australia
When first published in 1980, AS 2327.1 was the first of four independent parts, with the
subsequent parts intended to cover composite continuous beams, slabs and columns
respectively. Shortly thereafter, however, Standards Australia adopted a policy of
converting the major structural Standards to limit-state format. Work on the remaining
parts was therefore suspended while the primary Standards on which AS 2327.1 was
based, namely AS 1480 —SAA Concrete Structures Code, and AS 1250 — SAA Steel
Structures Code were being revised in accordance with this policy. These revisions
resulted in the publication of AS 3600 —Concrete structures in 1988 and AS 4100 —Steel
structures in 1990.
Subsequently, the Committee delegated the task of updating AS 2327.1 to Subcommittee
BD/32/2 — Beams. The objective of the revision is to provide designers with an updated
version of AS 2371, which references AS 3600 and AS 4100 as well as other associated
Standards.
This Standard is a complete revision of AS 2327.1 — 1980 and incorporates a number of
major improvements. The principal differences are briefly outlined in the following:
(a) Partial shear connection This Standard introduces the concept of partial shear
connection, which allows the possibility of a reduction in the total number of shear
connectors previously required.
(b) Non-prismatic beam Cross-sectional variations along the length of a beam can now
be taken into account for both strength and deflection calculations.
(c) Steel sections The range of steel sections has been widened to include doubly-
symmetric and mono-symmetric sections in hot-rolled, cold-formed or fabricated steels.
(d) Construction loads Rules are given for minimum construction loads at the various
stages of construction from bare steel to full composite action. Such loads are not
given in detail in AS 1170 — Minimum design loads on structures, Part 1: Dead and
live loads and load combinations.
(e) Shear connectors Shear connectors now include high-strength structural steel bolts,
channels and manually or automatically welded studs. The tabulated nominal shear
capacities of the connectors have been verified, for commonly used Australian forms
of construction, in both push-out tests and tests on full-scale prototype beams
carried out by BHP Research, Melbourne Laboratories. The Committee wishes to
acknowledge the generosity of that organization in making the data from their
extensive test program available for use in this document.
(f) Profiled steel sheeting Rules for designing shear connectors in composite slabs
incorporating profiled steel sheeting with narrow steel ribs are given in this
Standard. Through careful detailing it has been possible to maintain the same design
shear capacities as in solid slabs. It is envisaged that future design rules will address
the implications of using other types of profiled steel sheeting.
(g) Encased beams, precast concrete floor elements, prestressed-concrete slabs and
haunched slabs Rules for designing encased beams, and beams incorporating
precast-concrete floor elements, prestressed-concrete slabs or haunched slabs have
not been included due to lack of relevant limit-state design information.
The terms ‘normative’ and ‘informative’ have been used in this Standard to define the
application of the appendix to which they apply. A ‘normative’ appendix is an integral
part of a Standard, whereas an ‘informative’ appendix is only for information and
guidance.
First published as AS 2327.1-1980.
This Standard sets out minimum requirements for the design, detailing and
construction of simply supported composite beams composed of a steel beam and a
concrete slab interconnected with shear connectors, including applications where the slab
incorporates profiled steel sheeting, as defined in Clause 1.2.
This Standard does not cover the design of composite beams —
(a) where the elements of the steel beam are less than 3 mm thick or the value of the
yield stress (fyb) assumed in design exceeds 450 MPa (see Note 1);
(b) where the strength grade of the slab concrete exceeds 40 MPa;
(c) where the slab is precast or prestressed;
(d) with negative design moments (see Note 2);
(e) subjected to dynamic loads;
(f) for road or railway bridges (see Note 3); or
(g) for fatigue.
NOTES:
1: This does not preclude the use of steels with a minimum yield strength greater than
450 MPa.
2: For the design of composite beams with negative design moments reference may be made to
BS 5950:3:1990, Code of Practice for Design of Simple and Continuous Composite Beams.
3: For the design of composite bridge beams, reference should be made to the AUSTROADS
Bridge Design Code, or the ANZRC Railway Bridge Design Manual as applicable.
Contents:
Section 1: Scope And General
Section 2: Materials
Section 3: General Design Requirements
Section 4: Loads And Other Actions
Section 5: Effective Section And Design Action Effects For Strength Design
Section 6: Design For Strength
Section 7: Design For Serviceability
Section 8: Design Of Shear Connectors
Section 9: Transfer Of Longitudinal Shear In Concrete
Section 10: Design For Fire Resistance
Section 11: Construction
Section 12: Load Testing
Appendix A: List Of Referenced Documents
Appendix B: Calculation Of Deflections By Simplified Method
Appendix C: Suggested Limits For Calculated Deflections
Appendix D: Calculation Of Design Moment Capacity (Φmbv) As A Function Of Degree Of Shear Connection (Β)
Appendix E: Flow Charts
Appendix F: Construction Stages And Minimum Construction Loads
Appendix G: Design For Fire Resistance Of Concrete Slabs
Appendix H: Information For Determination Of Action Effects
Appendix I: Bibliographical References
Composite Construction.
