Copyright 2025 by Space Gass Pty Ltd
Sections considered
AS3600-2009 Concrete Structures Code (incorporating amendments 1 and 2)
SECTION 1 SCOPE AND GENERAL
1.1 SCOPE AND APPLICATION
1.1.2 Application
(a)(i)
SECTION 2 DESIGN PROCEDURES, ACTIONS AND LOADS
2.2 DESIGN FOR STRENGTH
2.2. Strength check procedure for use with linear elastic methods of analysis
(ii) Table 2.2.2
2.3 DESIGN FOR SERVICEABILITY (Advisory only)
SECTION 3 DESIGN PROPERTIES OF MATERIALS
3.1 PROPERTIES OF CONCRETE
3.1.1 Strength
3.1.1.1 Characteristic compressive strength
(a)
3.1.1.3 Tensile strength
3.1.2 Modulus of elasticity
(c) Table 3.1.2
3.1.4 Stress-strain curve
(a)
3.1.7 Shrinkage (Advisory only)
3.1.7.1 Calculation of design shrinkage strain
(c)
3.1.7.2 Design shrinkage strain
3.2 PROPERTIES OF REINFORCEMENT
3.2.2 Modulus of elasticity
(a)
SECTION 8.2 STRENGTH OF BEAMS IN SHEAR
Shear strength in columns is calculated based on the procedure set out in Section 8.2
SECTION 10 DESIGN OF COLUMNS FOR STRENGTH AND SERVICEABILITY
10.1 GENERAL
10.1.1 Design Strength
10.1.2 Minimum bending moment
10.1.3 Definition
10.1.3.1 Braced column
10.1.3.2 Short column
10.1.3.3 Slender column
10.2 DESIGN PROCEDURES
10.2.1 Design procedure using linear elastic analysis
10.2.2 Design procedure incorporating secondary bending moements
10.3 DESIGN OF SHORT COLUMNS
10.3.1 General
10.4 DESIGN OF SLENDER COLUMNS
10.4.1 General
10.4.2 Moment magnifier for a braced column
10.4.3 Moment magnifier for an unbraced column
10.4.4 Buckling load
10.5 SLENDERNESS
10.5.1. General
10.6 STRENGTH OF COLUMNS IN COMBINED BENDING AND COMPRESSION
10.6.2 Strength of cross-sections calculated using the rectangular stress block
10.6.2.2 Squash load
10.6.2.3 Decompression point
10.6.2.4 Transition from decompression point to squash load
10.6.2.5 Transition from decompression point to bending strength
10.6.3 Design for biaxial bending and compression
10.7 REINFORCEMENT REQUIREMENTS FOR COLUMNS
10.7.1 Limitations on longitudinal steel
10.7.2 Functions of fitments (NOTE: shear check included, torsion check NOT included)
10.7.3 Confinement to the core
10.7.3.1 (a) General requirements
10.7.4 Restraint of longitudinal reinforcement
10.7.4.1 (a) General requirements
10.7.4.3 Diameter and spacing of fitments and helices
Assumptions
Clause 3.1.1.3 - f'ct.f is taken as 0.6(f'c)^0.5.
Clause 3.1.2 - Ec is taken from Table 3.1.2 for standard f'c values, where f'c is taken from the material properties of the member in the SPACE GASS model. For non-standard f'c values, Ec is taken from the material properties of the member in the SPACE GASS model.
fsy and reinforcement ductility is taken from the SPACE GASS reinforcing bar library. If the section contains a mixture of bars with different fsy and ductility values, the fsy and ductility of the first bar on the bottom layer is used.
Clause 8.1.6.1 - If the user has elected to comply with minimum design actions, Equation 8.1.6.1(1) is used even if Ast is sufficient to satisfy Equation 8.1.6.1(2).
Clause 10.5.3 - The effective lengths of columns are not automatically calculated by the reinforced concrete module. Instead, the user must provide the effective length factors kx and ky.
Clause 10.6.4 - Equation 10.6.4 is used for biaxial bending checks with rectangular, Tee, cruciform, trapezoidal and flat oval cross sections even though it is intended for rectangular cross sections only. It is expected that a future version will offer a method that combines the biaxial moments and calculates an interaction diagram about axes that are aligned with the combined moment.
Clause 10.7.2 - Shear checks are automatically performed, however torsion checks are not. The user must manually check if columns are adequate for torsion.
Clause 10.7.3.1(b) - If a load falls within the confinement region of a column with f'c > 50MPa it is treated as a failure. In such cases the column strength may pass the AS3600 code checks but the user must ensure that sufficient confinement to the core is provided based on AS3600 10.7.3.
Clause 10.7.4.3 - Bundled bars are not considered.
Shear checks are based on single stirrups (ie. two legs) even if additional stirrups have been provided to restrain the longitudinal bars.
No checks are done to detect bars positioned inside or too close to a void.
No checks are done to detect voids positioned too close to the edge of the column.
Copyright 2025 by Space Gass Pty Ltd