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Project submisstion 2 - good uni assignment
Construction Technology 2 (Substructure) (300721)
Western Sydney University
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Western Sydney University
Civil and substructure (Project 2)
The soil has its peak density when the moisture content is at its highest degree of compaction, when there are few remaining air gaps; as the soil absorbs more water, the density decreases.
The normal protractor test with a 2 kilograms hammer falling 300 mm has a higher maximum density and optimal moisture content than the moisture protector test with a 4 kilogram hammer falling 450 mm. Both tests working together are adequate to completely purge the soil of all air gaps. To the right of the compaction curves is where you'll find the Zero Air-Voids line. Theoretically, for a given moisture content, all air holes will be filled up at a maximum density. The maximum density might theoretically double compared to the Protector test findings if the OMC (Optimum Moisture Content) line was raised.
Density relative to the lowest and maximum densities can be determined through tests that can be done in a lab. Sand is often compacted to attain a relative density of 70 to 80%. By conducting a sand replacement test on the field after compaction, field density can be determined.
Kevin Jnr Hawache, Mohammad Ramazan, Leylah Ibrahim
- 796 47465 21 21 6 6 93.
- 950 382 67 89 21 28 71.
- 415 342 70 180 22 50 49.
- 347 336 61 221 19 69 30.
- 319 316 2 224 0 70 29.
- 345 301 43 267 13 83 16. -
- 267 289 17 285 5 89 10.
301.
- 267 34 319 10
The soil would fall into the category of 'uniformly graded, In the case of poorly graded soil, the recommended strategy would have to involve employing a smooth roller which allows the soil to be compressed efficiently whereas using a mechanical compactor can have a negative effect as it can cause the rocks to scatter instead of compacting them due to the vibrations it generates.
Throughout figure 2 it is explained that the most efficient way to utilize the tested soil would have to involve merging a blend of fine and coarse-grained materials along with rocks. Example: When comprising sand with a grain diameter ranging from 0 to 0, combined with rocks measuring between 10 to 50 in diameter, to adequately fill the embankment.
In Figure 3 the clay zone could lead to an error due to the other layers within the dam losing their structural integrity caused by the heat and dryness of the clay zone. The presence of clay would result in the clay portion infiltrating each sleeve within the embankment to varying degrees In Figure 3, the extrapolation into the curve zone, sleeve 30 would end up containing a higher proportion of material that should ideally be present in other sleeves, such as sleeve 50. Therefore, the sleeves would have imbalanced compositions, leading to inconsistent and misleading outcomes.
These factors were utilized to estimate the terminal velocity of particles of similar size under impeded conditions, accounting for any reduction in fluid within the cross-sectional area, as well as any increase in the fluid's viscosity and density. By considering spherical particles that were significantly impeded in a pulverulent suspension density, Gaudin derived Newton's Law (equation 8), wherein the suspension density replaced the fluid density.
Dry sample pressure Standard sample pressure =4.019= 21.
CBR = 21.
Wheel load = 9600tbs.
Sub- base thick T = 8in = 203 mm =250mm
A road base that is covered with water or moister reveals a significantly higher lenience for penetration compared to a dry road base. Smaller combinations tend to yield higher strength ratings as a result. To ensure the durability of the coarse aggregate fractions used in road foundations, the Wet/Dry test is employed. The test involves if the road can withstand wet or dry situations to ensure the road is safe for any natural disasters that may impact the road in future. The road test consists of particles of varying sizes, with the larger particles being subjected to cycles of wet and dry conditions as well as movement caused by the pavement
Sand density
W3= 2
Weight of sand
Ps=1090m
Unit weight
Ys= 10.
Active earth pressure coefficient Depth of Fill D Spring pull P Overburden pressure V Earth pressure H Active earth pressure coefficient Ka [m] [kg] [kN/m2] [kN/m2] 0 3 4 680 156. 0 4 5 709. 139. 0 5 5 690. 118. 0 5 6 687 105. 0 6 7 717 98.
Maximum overburden pressure
Average overburden pressure
Average earth pressure
Earth force 123.
Light rail vehicle weight-force 523km
Light rail vehicle “footprint” 58
Light rail vehicle weight pressure
523kw
Light rail vehicle verticsal pressure 8
Project submisstion 2 - good uni assignment
Course: Construction Technology 2 (Substructure) (300721)
University: Western Sydney University
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