1. Retaining Wall Design (25 marks)Design calculations for stability of an embedded sheet pile retaining wall as part of temporary worksto enable the construction of the pile cap for the pile group that will support the Chainage 55 pier.Design the wall to accommodate the external lateral earth (from access causeway fill), river water,groundwater and surcharge pressures (assume 20 kPa surcharge due to piling rig on top of accesscauseway fill), and assume that the retaining wall is internally propped at 0.5 m below river poollevel. Consider a 2.0 m external height of river water and causeway fill to be retained above the riverbed level. Within the cofferdam, assume dewatering is undertaken down to the the river bed level.Neatly sketch the wall in elevation, or, alternatively, you may use CAD. The bridge pile cap (assume1.5 m thick, with base at river bed level) and layered soil profile are to be shown on an elevationsketch. The required embedment depth of the retaining wall below the river bed level is to bedetermined, but structural design of the retaining wall section is not required. Your final retainingwall embedment depth is to be rounded to the nearest 0.5 m.The retaining wall section is to be designed independently of Section 2.
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THE UNIVERSITY OF ADELAIDE SCHOOL OF CIVIL, ENVIRONMENTAL AND MINING ENGINEERING GEOTECHNICAL ENGINEERING DESIGN III M.L. Duthy and B.T. Scott PHASE 3 DESIGN PROJECT, 2018 RETAINING WALL DESIGN; SEEPAGE ANALYSIS; FOOTING DESIGN PHASE 3 REQUIREMENTS The third phase of the geotechnical engineering design project involves the following four tasks: ? Design of a temporary retention system for a cofferdam to permit pile cap construction at the internal bridge pier at Chainage 55 m located within the River Torrens; ? Seepage analysis of the temporary retention system forming the cofferdam and assessment of temporary groundwater control measures; and ? Design of deep footings to support the bridge at the south abutment (Chainage 0 m). ? Design of deep footings to support the internal bridge pier at Chainage 55 m (over water). GEOTECHNICAL MODELS The following geotechnical model is to be used for analysis and design at the south abutment: Depth Below c E ? c’ E’ ?’ ? k u?u u u?’ bulkGround Layer Description 3(kPa) (deg) (MPa) (-) (kPa) (deg) (MPa) (-) (kN/m ) (m/s) Surface (m) FILL 0-2 10 0 5 0.5 1 25 3 0.3 17 1E-7 Sandy Gravelly Clay TORRENS 2-7 ALLUVIUM 0 33 25 0.3 0 33 20 0.3 17 1E-5 Silty Sand and Sand TORRENS 7-11 ALLUVIUM 0 36 80 0.3 0 36 60 0.3 19 1E-3 Sandy Gravel TORRENS 11-12.5 ALLUVIUM 25 0 8 0.5 2 27 5 0.3 18 1E-9 Sandy Clay TORRENS 12.5-15 ALLUVIUM 0 38 100 0.3 0 38 80 0.3 20 1E-3 Sandy Gravel BLANCHE POINT FORMATION +15-20 Gravelly Clay/Silt 0 36 80 0.3 0 36 60 0.3 19 1E-7 and High Strength Siltstone Groundwater stands at a depth of 4.0 m below ground surface.The following geotechnical model is to be used for analysis and design at the internal bridge pier at Chainage 55 m: Depth Below cu ? Eu ?u c’ ?’ E’ ?’ ?bulk k uGround Layer Description 3(kPa) (MPa) (-) (kPa) (MPa) (-) (kN/m ) (m/s) (deg) (deg) Surface (m) TORRENS ALLUVIUM 0-3 5 0 1 0.5 0.5 25 0.5 0.3 16 1E-7 Silty Clay…