(See Clause 14.9.4.3.)
14.9.5 Loads other than traffic 14.9.5.1 Sidewalk loading
Except for sidewalk components, sidewalk loading shall not be considered coincident with traffic loading unless the evaluator has reason to suppose that significant sidewalk loading will occur coincident with maximum traffic loading, in which case the pedestrian loading specified in Clause 3.8.9 shall be used with the same load factor specified in Clause 14.13.3 for traffic.
14.9.5.2 Snow loads
If significant snow loading on sidewalks is expected, it shall be considered in the evaluation.
14.9.5.3 Wind loads
Wind loads are not specifically considered in this Section. If the evaluator considers that significant wind forces could occur simultaneously with the maximum traffic loads, these wind forces shall be considered in accordance with Clause 3.10.
14.9.5.4 Temperature effects
Temperature effects need not be considered at ultimate limit states for any element that will behave in a ductile manner. When non-ductile behaviour is expected, temperature effects shall be considered in accordance with Clause 3.9.4.
Number of lanes loaded
Highway class
Third and subsequent loaded lanes
0.7
only. Storage, distribution or use on network prohibited
14.9.5.5 Secondary effects
Secondary effects (excluding secondary effects from prestressing) need not be considered in evaluation at ultimate limit states if their effects induce ductile behaviour. When secondary effects induce non-ductile behaviour, they shall be considered and multiplied by a load factor in accordance with Clause 3.5.1.
14.9.5.6
— Deleted
14.10 Exceptional loads
Loads (other than traffic loads) that occur on rare occasions and are of significant magnitude shall be considered exceptional loads and shall be evaluated in accordance with Sections 1 to 13 and 16 or, when not covered by Sections 1 to 13 and 16, in accordance with good engineering practice.
14.11 Lateral distribution categories for live load 14.11.1 General
The method to be used in calculating the lateral distribution of live loads to the elements considered shall be categorized as statically determinate, sophisticated, or simplified in accordance with Clauses 14.11.2 to 14.11.4.
14.11.2 Statically determinate method
In this method the lateral distribution is statically determinate.
14.11.3 Sophisticated method
In this method the lateral distribution is statically indeterminate and is calculated in accordance with a sophisticated method of analysis such as the grillage analogy, orthotropic plate theory, finite element, finite strip, or folded plate method.
14.11.4 Simplified method
In this method the lateral distribution is calculated in accordance with the simplified methods of Section 5.
However, it is possible that the methods specified in Section 5 will not be suitable for non-standard bridges or permit vehicle loads (especially those that are wider than the CL-W vehicles), in which cases such methods shall not be used.
14.12 Target reliability index 14.12.1 General
For all evaluation levels, the target reliability index, , shall be taken from Table 14.5 for PA, PB, and PS traffic and Table 14.6 for PC traffic. In both cases, the system behaviour, element behaviour, and inspection level shall be as specified in Clauses 14.12.2 to 14.12.4.
only. Storage, distribution or use on network prohibited
14.12.2 System behaviour
System behaviour shall take into consideration the effect of any existing deterioration and shall be classified into one of the following categories:
(a) Category S1, where element failure leads to total collapse. This includes failure of main members with no benefit from continuity or multiple-load paths, e.g., a simply supported girder in a two-girder system.
(b) Category S2, where element failure probably will not lead to total collapse. This includes main load-carrying members in a multi-girder system or continuous main members in bending.
(c) Category S3, where element failure leads to local failure only. This includes deck slabs, stringers, and bearings in compression.
14.12.3 Element behaviour
Element behaviour shall take into consideration the effect of any existing deterioration and shall be classified into one of the following categories:
(a) Category E1, where the element being considered is subject to sudden loss of capacity with little or no warning. This can include failure by buckling, concrete in shear and/or torsion with less than the minimum reinforcement required by Clause 14.14.1.6.2(a), bond (pullout) failure, suspension cables, eyebars, bearing stiffeners, over-reinforced concrete beams, connections, concrete beam-column compression failure, and steel in tension at net section.
(b) Category E2, where the element being considered is subject to sudden failure with little or no warning but will retain post-failure capacity. This can include concrete in shear and/or torsion with at least the minimum reinforcement required by Clause 14.14.1.6.2(a), and steel plates in compression with post-buckling capacity.
(c) Category E3, where the element being considered is subject to gradual failure with warning of probable failure. This can include steel beams in bending or shear, under-reinforced concrete in bending, decks, and steel in tension at gross section.
14.12.4 Inspection level
Evaluation shall not be undertaken without inspection. Inspection levels shall be classified as follows:
(a) Inspection Level INSP1, where a component is not inspectable. This can include hidden members not accessible for inspection, e.g., interior webs of adjacent box beams.
(b) Inspection Level INSP2, where inspection is to the satisfaction of the evaluator, with the results of each inspection recorded and available to the evaluator.
(c) Inspection Level INSP3, where the evaluator has directed the inspection of all critical and substandard components and final evaluation calculations account for all information obtained during this inspection.
14.12.5 Important structures
For structures that can affect the life or safety of people under or near a bridge, are essential to the local economy, or are designated as emergency route bridges (in accordance with Clause 4.4.2), a value of greater than that specified in Table 14.5 or 14.6 shall be used if directed by the Regulatory Authority.
only. Storage, distribution or use on network prohibited
14.14 Resistance 14.14.1 General 14.14.1.1 General
The factored resistances of concrete, structural steel, and wood components shall be determined in accordance with the applicable Sections of this Code. Components that do not meet the limitations on which the resistance calculations of this Code are based shall have their resistances calculated in
accordance with alternative procedures based on established and generally recognized theories, analyses, and engineering judgment.
14.14.1.2 Prestressed concrete using stress-relieved strand or wire 14.14.1.2.1 General
The requirements of Section 8 for low-relaxation strand or wire shall be followed for the evaluation of prestressed concrete bridges using stress-relieved strand or wire, except as modified by
Clauses 14.14.1.2.2 to 14.14.1.2.4.
14.14.1.2.2 Prestressing steel stress limitations
Stresses at jacking or transfer shall be based on data given on the Plans. In the absence of such data, the following stress limitations, for both pretensioning and post-tensioning, shall be used:
(a) at jacking: 0.80fpu ; and (b) at transfer: 0.70fpu .
14.14.1.2.3 Loss of prestress 14.14.1.2.3.1 At transfer
In pretensioned components, the relaxation loss in prestressing steel, REL1, initially stressed in excess of 0.5fpu shall be calculated as follows:
REL t f