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INSTRUCTORS:
William Z. Zakka, S.M.ASCE
Thomas Kennedy
Ripon Hore, PhD
Qinlin Yu, MS
Varun N.S. Renugah
Purpose and Background
These presentations were recorded at the Geo-Extreme 2025 conference.
Nonlinear Effective Stress Site Response Analyses of Liquefiable Soils at the Port of Wellington (13 minutes)
This presentation examines nonlinear effective stress site response analyses conducted for liquefiable reclaimed soils at the Port of Wellington, New Zealand. The study compares observed ground performance during multiple earthquakes, including the 2016 Kaikoura event, to analytically predicted responses. Detailed ground characterization using CPT, shear wave velocity measurements, and stratigraphic modeling is integrated with advanced constitutive soil models. The analysis evaluates excess pore water pressure generation, shear strain development, and surface ground motions. Results are validated against recorded strong-motion data and observed liquefaction-induced damage. The work demonstrates how nonlinear effective stress analyses can improve confidence in seismic performance predictions for port infrastructure.
Ground Improvement Seismic Design and Validation for a Wind Turbine Project in Mississippi (12 minutes)
This presentation discusses the seismic design challenges and ground improvement solutions implemented for a large wind turbine project located in the Mississippi Embayment. The site is characterized by soft, liquefiable alluvial soils and fluctuating groundwater conditions that required site-specific seismic response analyses. Rammed aggregate pier ground improvement was selected to mitigate liquefaction-induced settlement and improve bearing capacity. Post-construction validation using CPT testing confirmed significant densification and improved seismic performance. The presentation highlights how ground improvement was integrated into performance-based seismic design criteria. Lessons learned demonstrate the effectiveness of ground improvement for supporting critical renewable energy infrastructure in seismic regions./span>
Pilot Study on Earthquake and Flood Resiliant Wrap-Faced Embankment in Bangladesh: Laboratory and Field Insights (7 minutes)
This presentation presents a pilot study on wrap-faced embankments developed to enhance earthquake and flood resilience in soft soil regions of Bangladesh. Laboratory shaking table tests and numerical modeling were used to evaluate embankment performance under seismic and hydraulic loading conditions. The study incorporates geotextile-reinforced soil layers to improve stability and reduce deformation. Field pilot projects were constructed in flood-prone areas to validate laboratory findings. Measured settlements and displacements demonstrate improved performance compared to conventional embankments. The research provides a practical framework for resilient infrastructure design in regions exposed to both seismic hazards and climate-driven flooding.
Data-Driven Sensitivity Analyses of Liquefaction Prediction in Undrained Cyclic Direct Simple Shear (UCDSS) Tests using PM4Sand (14 minutes)
This presentation explores the use of machine learning to perform global sensitivity analyses of liquefaction predictions in UCDSS simulations using the PM4Sand constitutive model. A large numerical database of simulations is analyzed to quantify how individual model parameters influence key liquefaction response metrics. Random forest regression models are used to identify the relative importance of parameters governing pore pressure generation and shear strength degradation. The approach overcomes limitations of traditional local sensitivity analyses. Results provide insight into which parameters should be prioritized during constitutive model calibration. The study demonstrates how data-driven tools can enhance the reliability of liquefaction modeling.
Using Laboratory Data to Model the Cyclic Strength Transition from Clean Sands to Fines-Dominated Soils (11 minutes)
This presentation investigates how increasing fines content affects cyclic resistance and liquefaction behavior using an extensive database of laboratory cyclic tests. The study reconciles conflicting trends reported in the literature by distinguishing between sand-dominated and fines-dominated soil behavior. Empirical models are developed for both end-member conditions and combined using a continuous transition framework. Corrections for density, stress conditions, specimen preparation, and loading characteristics are applied to ensure consistency across datasets. Results show how fines content, plasticity, and overconsolidation influence cyclic resistance. The proposed framework improves interpretation of laboratory data for liquefaction triggering assessments.
Benefits and Learning Outcomes
Upon completion of these sessions, you will be able to:
- Explain how nonlinear effective stress site response analyses are used to evaluate liquefaction and seismic ground performance.
- Discuss how ground improvement techniques can be designed and validated to mitigate liquefaction risks for seismic infrastructure projects.
- Describe how wrap-faced embankments improve seismic and flood resilience in soft soil environments.
- Identify key PM4Sand model parameters that most strongly influence liquefaction response in UCDSS tests.
- Explain how fines content influences the transition from sand-dominated to fines-dominated cyclic soil behavior.
Assessment of Learning Outcomes
Students' achievement of the learning outcomes will be assessed via a short post-test assessment (true-false, multiple choice, and/or fill in the blank questions).
Who Should Attend?
- Geotechnical Engineers
- Structural Engineers
- Civil Infrastructure Designers
- Researchers and Academics
- Risk and Resilience Analysts
- Construction and Project Managers
How to Earn your CEUs/PDHs and Receive Your Certificate of Completion
To receive your certificate of completion, you will need to complete a short post-test online and receive a passing score of 70% or higher within 1 year of purchasing the course.
How do I convert CEUs to PDHs?
1.0 CEU = 10 PDHs [Example: 0.1 CEU = 1 PDH]