Australian Standard – Commentary. AEES member and past president John Wilson has produced a publication titled “AS Summary This paper provides a short guide and worked examples illustrating the use of AS Structural design actions Part 4. Download AS _Earthquake Actions in Australia_pdf.
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General principles Part 1: The use of annual probabilities in the examples is based on recommendations to be proposed for adoption in the BCA at the time of adoption of the new Standard: A similar 1170.4 to reducing loads assuming a higher Mu value could be used where Z is high. Influence of site sub-soil conditions The site sub-soil conditions are grouped into 5 categories Class Ae, Be, Ce, De or Ee ranging from hard rock to very soft materials.
For dynamic analysis, the effects of a number of periods of vibration may be summed to determine the action effects in the members and, therefore, a number of spectral shape factors may be used in the analysis. This paper assumes that at least a static analysis has been selected, and therefore, the remaining data required to calculate the base shear has to be determined.
AS 1170.4_Earthquake Actions in Australia_2007.pdf
In order to achieve the ductility assumed in design of the structure, it is essential that stiff elements should not impose themselves on the behavior of the seismic force resisting system. Inter-storey drifts should be checked to ensure that parts such as stiff walls do not interfere with the seismic force resisting system. Spectral shape factor site hazard spectrum The period is then used to determine the spectral shape factor Ch T1 for the building on the site. This led to the development of Part 0.
Quick paths to an exit If you are designing one of the following structures, you can exit quickly to a simplified solution or even out of the Earthquake Standard altogether: Detailing rules to achieve these levels of ductility can be highly complex. The key to understanding AS In the event that a structure is subject to an earthquake, the ductility provided greatly improves its performance, regardless of the actual magnitude of the earthquake and the actual design actions.
The Australian Standard provides for simplified analysis methods based on the low level of hazard. Analysis of the structure is not covered. The ductility is achieved by applying the detailing provided in the materials design Standards currently in use.
This requires the structure and indeed the whole building to be able to deform with the earthquake and absorb 1170.4 without vertical supports giving way. Process of designing for earthquake actions Earthquake actions are determined by considering the site hazard and the ass and configuration of the structure.
Australian Standards AS Seismic Performance of Engineering Systems
The loads on the structure are then calculated based on this value. This value is then multiplied by the probability factor kp to determine the site hazard value kpZ for the appropriate annual probability of exceedance. The load is then defined for any annual probability of exceedance so that the design event is independent of the technical definition of the loads.
Earthquake actions in Australia.
In cases where a static or dynamic analysis is required, the first mode natural period of vibration of the structure is calculated T1. The base shear may be understood to be the percentage of the weight of the building to be applied laterally eg.
Earthquake actions in Australia AS Therefore, the materials design Standards are much simpler than those required in high hazard areas. The materials design Standards are then used to design the members for the required resistance including achieving the ductility assumed in determining the loads. General principles provides the link between the limit states actions imposed on the structure and the design of materials for resistance.
The material in which the structure is laterally coupled to the ground provides the site class. Once the value of Mu is selected the structure must then be detailed to achieve that selected ductility. Mu the Greek letter represents the structural ductility while Sp, the az performance factor, is an adjustment made to calibrate the known performance of structure types to the calculated ductility.
Many structures do not require this level of design effort as there are conditions for which no 1710.4 work is required by the Standard.
The Table below shows how for many structures, there are points at which no further work is required. Generally, for short structures that are not of high importance, simply knowing 11170.4 the structure sits on rock or in soils of some depth eg. The equation is based ss on the height of the structure, but includes an adjustment for material type.
Also, as a result of the lower earthquake loads expected, the detailing required is minimal compared to that for such countries as New Zealand. For the lowest values i.