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Field Behaviour Of Fill Structures On The South West Rail Link
This paper provides a summary of the instrumentation and monitoring program implemented during the Glenfield Transport Interchange component of the South West Rail Link. Works included the construction of reinforced soil walls and fill embankments up to 9 m in height as part of the connection alignment between the existing East Hills Line and the Glenfield to Leppington rail line. The key challenge in the region was meeting the stringent long term settlement criteria specified by RailCorp. This was managed by preloading of the fill embankments, staged construction and a detailed instrumentation program which included inclinometers, magnetic extensometers, vibrating wire piezometers and settlement plates. Ongoing monitoring of retaining wall and embankment performance during construction allowed for confirmation of design estimates and management of preloading time periods. This paper provides a comparison of the predicted and actual ground behaviour, together with a discussion of the effectiveness of the techniques employed.
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Probability Calculations For A Number Of Events
Appendix E of AGS (2000) details the equations for calculation of the probability of a rock falling onto a moving vehicle. It is useful for those of us with a shaky understanding of the detail of probability calculations to consider how equation E1 of Appendix E can be derived as this fundamental concept can be applied to other cases.
For simplicity, consider the probability of throwing a six with a normal cubic die. Since there are six possible outcomes, the probability is 1 in 6 (1/6).
What then is the probability of throwing a six in any one or more of ten throws of the die?
- It can not be 10 times (1/6) since that is greater than 1.0 which is impossible.
- It is not (1/6)10 since that is the probability of throwing a six on each of ten throws.
- Consider what the possible outcomes for the ten throws would be in terms of the number of sixes:
0, 1, 2, 3, 4, 5, 6, 7, 8, 9, or 10 sixes
All except 0 sixes satisfy the requirement of a six on one or more throws.
The probability of not getting a six on a single throw is (5/6). This can also be derived as (1 β Probability of a six).
Then the probability of 0 sixes in ten throws is (5/6)10.
The numerical total of the probability of each of the possible outcomes must be 1. That is (Probability of 0 sixes + Probability of one or more sixes) = 1
Therefore, the Probability of 1 or more sixes = (1- (5/6)10)
Expressing this algebraically, if
P(6) = Probability of throwing a six
N = Number of throwsThen
P(6:10) = 1- (1 β P(6))N
This is in effect Equation E1.
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Engineered Impact Compaction Of Un-Engineered Fills
Un-engineered fill sites are often characterised with variable and excessive settlement potential. Impact Compaction has been used extensively on sites of this nature as an economic alternative to the removal and replacement of the in situ fills as engineered fills. Impact compaction has in the past been applied simply with a pre-determined number of passes or a number of passes determined on site based on the average compaction settlement over large areas and visual observation by a geotechnical engineer. This technique provides only partial βengineeredβ fill, as the possibility of un- identified sub-surface deleterious material still presents some risk of adverse foundation performance which requires the use of conservative design parameters.
Innovative technologies have been developed that enable βEngineeredβ Impact Compacted fills that significantly reduce the risks associated with unidentified sub-surface deleterious material and spatial sub-grade variation. Case studies are presented where the reworking of un-engineered fills with βEngineeredβ impact compaction using innovative continuous impact response technology (CIR) and continuous induced settlement technology (CIS) allowed the use of slabβon-ground construction and upper level footings with more realistic design parameters.
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Ground Improvement at the Waterbank Precinct-East Perth
- Overview
- Design parameters
- Design targets βsettlement & creep
- Consolidation time
- Verification
- Wick drain trial at Burswood
- Monitoring results
- Creep estimation long term
- Conclusions
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Simplified Excavation-Induced Lateral Displacement Assessment in Sydney Area
Excavations change the stress state of the in-situ ground. The altered stress state causes lateral and vertical displacement in the buildings and structures adjacent to the excavation. In areas like the Sydney region, tectonic locked-in horizontal stresses at shallow depth exceed the vertical stress and the high in-situ horizontal stresses cause possibility of excavation- induced displacement in good quality rocks (e.g., Hawkesbury Sandstone Class I, II, and III).
This paper estimates the magnitude and shape of the excavation-induced displacement trough along the excavation edge in Hawkesbury Sandstone. A parametric study was undertaken using three-dimensional finite element analysis to estimate the maximum lateral excavation-induced displacement as well as the lateral displacement trough as a function of the ground type, excavation depth and width, and principal in-situ stress orientation. The results were verified by comparing with monitoring results published for Sydney Sandstone.
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Seismic pile design in Australia
Dr Rob May