S - Kam Ng PhD Dissertation Final.pdf - Digital Repository of CCEE ...

17435 at Clarke County, Iowa. The dead load including the safety barrier rail was given as 3323kN. The dead load for 0.96 kN/m 2 future wearing surface was given as 156 kN. The threelanes of HL-93 live load with impact and a 0.85 lane reduction was given as 1339 kN. Theseloads were distributed to the foundation based on simple span assumptions. The mostcommon ASTM A572 Grade 50 HP 250 × 63 steel pile with a cross sectional area of 80 cm 2was selected for the foundation. Based on the AASHTO (2010) strength I load combination,the factored loads were calculated asFactored dead load = 1.25 × 3323 kN + 1.5 × 156 kN = 4388 kNFactored live load = 1.75 × 1339 kN = 2343 kNTotal factored load = 4388 kN + 2443 kN = 6831 kNSoil InvestigationsStandard Penetration Test was performed near the foundation location and the resultswere listed as below. Although the embedded pile length is initially not known during thedesign process, this site with 100% clay soil layers was classified to be a cohesive soilprofile. Thus, the proposed pile setup Eq. (4.9) can be used in the pile designs. SincePiezocone Penetration Test (CPT) was not performed, the horizontal coefficient ofconsolidation (C h ) values were estimated using Eq. (4.7)Depth (m) Soil types SPT N-value Estimated C h (cm 2 /min)0 to 2.43 Low plasticity clay 6 0.07652.43 to 4.86 Low plasticity clay 8 0.04214.86 to 6.99 Low plasticity clay 9 0.03296.99 to 9.42 Low plasticity clay 10 0.02649.42 to 11.85 Low plasticity clay with sand 22 0.005111.85 to 12.76 Low plasticity clay with sand 20 0.006312.76 to 13.98 Low plasticity clay with sand 15 0.011413.98 to 18.25 Low plasticity clay with sand 13 0.0153Design StagePrior to pile driving, the foundation was initially designed using any preferred staticanalysis method that complies with local or state requirements. For instance, Iowa DOT(2008) LRFD Bridge Design Manual has limited the structural pile stress to 41 MPa with theintention to control pile settlement under the Structural Resistance Level-1 (SRL-1). Also,