CIVL4571 - Proposed Industrial Development Dunbarra - Engineering Assignment Help

Assignment Task

PART 2: Detailed design - Proposed industrial development, Dunbarra  
1. INTRODUCTION  
You have been engaged by Makeabuck Development Corporation (MDC) to produce detailed  geotechnical designs in relation to a new 1600 m long rail siding and associated industrial  development. The development is situated on low lying and flat land (average ground surface  level of 0.5 m AHD) between an existing rail line and a major highway. This project will provide  a modern facility that will take advantage of the adjacent rail network and easy access to  agricultural markets in the Dunbarra Valley. The facility will conform to current environmental,  workplace, health and safety standards.  
MDC has allocated the detailed design of the access road and the temporary platform for the  concrete batching plant concrete to another engineering consultant firm and will not be part of  your detailed design (CIVL6571 students excepted). The remaining aspects of the development  must be addressed by you.  
2. DETAILED DESIGN  
The detailed design you must undertake includes the four tasks listed below. In presenting your  solutions for these tasks, be sure to state and justify all assumptions that are made.  
2.1 Task 1: Rail siding embankment  
Although ground conditions vary all along the alignment of the siding, your design for the rail  siding embankment should consider only two cross sections, one at either end of the siding  (between chainages of 100-300m and 1000-1200m). The top of formation of the new  embankment is at elevation 4.2m AHD, its width, from crest to crest, is 6m and the permanent  way will have a standard gauge of 1435mm, supported on 2m wide sleepers/ties.  
The new embankment must maintain a minimum fill batter slope FOS of 1.2 during construction  and 1.5 when in service. For the purposes of design, a uniform load applied to the crest of the  rail embankment of 30kPa, transmitted through the bed of sleepers, should be adopted for train  loads. Stability during a design earthquake should be considered for the long term geometry  (this may not be a long term loading). Refer to Part 1 Q24 regarding the seismic design action.  
The existing rail embankment also has permanent way with a standard gauge of 1435mm. It  has batter slopes of 2H:1V and it has been in place for about 20 years. It was constructed over  a 2 year period, in stages such that progressive gains in soil strength achieved through  consolidation allowed it to be raised incrementally in lifts without becoming unstable after any  individual lift. 
a) Determine, for the existing embankment (centreline): the immediate settlement that the  embankment would cause (ie, if the construction was instantaneous); the time dependent settlement that has occurred in the past 20 years, and the settlement it would  experience over the next 40 years, independent of the proposed new siding.  
b) Advise on the safe batter slopes for the new embankment if constructed rapidly.  
c) If the required batter slopes for a new earth embankment exceed 3H:1V, they will be  deemed to be unacceptable on the grounds that they will require an excessive amount  of fill to construct. In this case, some form of ground improvement or alternative  construction approach will need to be considered. The client has specified that solutions  which require time to achieve (drainage, preloading, soil modification) are not options  they wish to pursue, and have instead nominated that a solution utilising “geofoams”  (expanded polystyrene EPS) as fill material should be explored.  
EPS is available in a block product with a unit weight of 0.3kN/m3, a modulus of 10MPa  and an equivalent shear strength of 40kPa. When used in geotechnical applications, it is  required that it be protected by soil cover of at least 1m (from oxidisation, animal attack,  chemical spill attack, fire etc).  
Determine an embankment design, with batter slopes of 2H:1V and incorporating EPS,  which satisfies the stability requirements for this project (do this regardless of whether  you were able to produce a successful design for a soil embankment in b)).  
d) Advise on the future settlement of the centreline of the new rail embankment for your  proposed embankment design. Consideration should be given to both primary and  secondary ‘creep’ consolidation, with settlements estimated after 6 months, 1 year, 2  years and 15 years. The time for, and magnitude of, 90% primary consolidation should  also be provided. Assume construction can be carried out relatively rapidly and that EPS  is not prone to creep (ignore the live load for these calculations).  
e) Estimate the instantaneous deflection that occurs as a train passes over the  embankment.  
f) Assuming the new embankment is constructed rapidly, estimate the differential  settlement across the rails of the existing embankment caused by the construction of the  new embankment.  
g) Repeat the estimation in f) for the case that the new embankment were constructed with  a 2H:1V batter slope and entirely from earth fill.  
h) Discuss the implications of the varying geological conditions along the alignment of the  siding and what considerations would need to be given to specifying an embankment  design for the entire siding.  
i) Comment on the importance of monitoring during construction, and provide  recommendations, as appropriate, including any instrumentation required. 
2.2 Task 2: Workshop building  
A piece of highly sensitive, heavy machinery, supported by a 3 m x 3 m square pedestal, will be  located at the centre of the workshop building. The working load applied by the machine is 8500  kN (S*=11050 kN). The machine is settlement sensitive and can only tolerate differential  settlements of less than 2 mm/m anywhere over the pedestal cap. In addition, the admissible  differential settlement between the pedestal and the floor of the workshop building (i.e. a slab  on the hardstand) must not exceed 40 mm over 25 years. It is estimated that the pedestal will  be constructed 6 months after construction of the hardstand and it will be installed through, but  independently of, the slab.  
a) Estimate the settlement of the workshop slab, assuming it is constructed as soon as the  hardstand is raised to its final height. Provide settlement estimates for 6 months and 25  years.  
b) Advise possible founding systems for the pedestal to support the machinery loads.  Consideration is to be given to shallow foundation systems as well as piles or pile  groups with a flexible pile cap. The various locally-available pile types which may be  considered include conventional bored piles up to 500mm diameter, continuous flight  auger (CFA)/ grout injected up to 500mm diameter, driven concrete piles up to 400mm,  and screw cast concrete (Atlas/Omega) piles up to 350mm diameter, all limited to  maximum lengths of 20m. Pile calculations should be undertaken in accordance with  AS2159-2009 and recommendations should include pile size, founding depths, pile  spacings and expected settlements. Confirm that the chosen arrangement satisfies the  differential settlement criteria for the pedestal.  
c) Evaluate the likely performance of the slab – pedestal arrangement against the  differential settlement criterion imposed.  
d) If applicable, design a ground improvement strategy employing vertical drains and/or  preloading that will allow the slab – pedestal arrangement to meet the differential  settlement criterion imposed.  
e) Advise on the most appropriate method of verifying the design bearing capacity or pile  capacity for each footing type and advise on the exposure classification for the site with  respect to AS2159-2009 based on the geo-chemical testing of the water provided.  
f) Advise on the construction sequence and possible construction problems. 

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