Solution Code: 1AEBA
This assignment falls under Geology And Geomechanics which was successfully solved by the assignment writing experts at My Assignment Services AU under assignment help service.
A long sheetpile wall is embedded 3 m into a permeable soil, as shown in Fig 1. Dimensions are in meters. The soil is silty sand. A falling head test was performed to find the hydraulic conductivity of the soil. In this test, the head in the standpipe dropped from 450mm to 270mm in 120sec. The soil sample is 200mm long and has a diameter of 40mm. The diameter of the standpipe is 7.1 mm.
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Many limestones are accumulations of shells, pieces of coral or other fossils composed of calcite. The shapes of these fossils are visible on either cut or broken surfaces of the rock.
OoliticLimestones consist of spheres of calcite about 2 mm in diameter. On broken surfaces it is possible to see the spherical shape and on cut surfaces it is usually possible to see the nucleus around which the calcite precipitated.
B) Cross Sections:
Two cross sections, with no vertical exaggeration, need to be constructed that best highlighted the geology of the region, particularly focusing on where the potential damsites could be located (1 page):
C) Potential Dam Sites:
Identify three potential dam sites along any of the water ways found within the map for adam of approximately 10000 ML. Each potential dam site should be on a different
geological unit to ensure that a range of geological factors are considered and the best potential site is chosen. An analysis of each site should be conducted and a comparison
of the various sites should detail the strengths and weaknesses of each site (2 pages - appendices may be included; Geology Map; Topographic Map; Appendices 1 & 2).
There needs to be a final selection of the best dam site based on an evaluation of the threeselected sites that considers all of the data presented. Further site investigation recommendations to verify the viability of the site need to be included (1 page) prior to
seeking tenders to actually construct the dam.In order to estimate the dam costs for this project, a pre-feasibility / concept design
process was undertaken for a roller compacted concrete dam for FSL’s EL75m, 80m,
and85m. As the potential dam height is of the order of 20m it may be feasible that an earthfill dam would be economic at this site, however foundation condition ssuggest that it may be relatively difficult to control seepage if the dam were to be constructed on the alluvium. It may also be difficult to design an earthfill dam for earthquake loading. For this reason a preliminary estimate of an RCC dam constructed on rock foundations has been assumed for this cost estimate. Review ofthese assumptions will be necessary should this option be considered further.
Stripping depths of 20m were assumed for flood plain areas, decreasing to 5m on each abutment where the abutment steepness suggests that there is only minimal or no alluvium cover over the normal weathered rock profile.
For the purposes of these cost estimates, it has been assumed that materials for the construction of the dam embankment would be available.
In the absence of flood hydrology or spillway flood routing for this site, assumptions regarding the peak outflow were made as follows:
The concept design was therefore developed to pass a peak outflow for the maximum design flood of 21,100m3/s.
A spillway, 600m long was assumed to discharge directly into the river via a dissipater. This length of spillway has been adopted to minimise the impact. If full supply levels are adopted that result in flooding of cost savings associated with the spillway may be possible.
These hydrological and hydraulic assumptions, including spillway length and peak outflow, should be reviewed, should this project be taken further.
An amount equal to 3% of the total contract price for the work has been allowed to provide for implementation and management of environmental works. This includes provision for fish lifts, erosion control works etc.
The estimated costs of the dams for these full supply levels are indicated in Figure. The optimum development was not able to be determined within the range ofstorage capacity and yield information available and so this information wasextrapolated a small amount to enable the optimum development to be assessed. Thisoptimum far exceeds the practical limit for the development, which is about a fullsupply level of EL75m as discussed above. The extrapolation therefore has no impacton the project costs at the critical full supply level of about EL 75m.
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